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Home My WebLink About4.0 - Environmental Nature Center Preschool - PA2015-079 CITY OF NEWPORT BEACH PLANNING COMMISSION STAFF REPORT January 21 , 2016 Meeting Agenda Item No. 4 SUBJECT: Environmental Nature Center Preschool - (PA2015-079) 745 Dover Drive • Minor Use Permit No. UP2015-020 • Traffic Study No. TS2015-001 APPLICANT: Carol McDermott of Entitlement Advisors, LLC, representing the Environmental Nature Center OWNER: Bo Glover, Executive Director, Environmental Nature Center PLANNER: Makana Nova, Associate Planner (949) 644-3249, mnova@newportbeachca.gov PROJECT SUMMARY A minor use permit to allow a preschool/general day care center with approximately 72 students and 10 staff members to operate from 7:00 a.m. to 6:00 p.m., Monday through Friday. The proposed development includes the construction of a 6,498-square-foot facility with classrooms and administrative offices, a 25-space surface parking lot, and landscaped areas on a 1.25-acre vacant lot. A Traffic Study is also required due to the projected increase in vehicle trips resulting from the proposed project pursuant to the City's Traffic Phasing Ordinance. RECOMMENDATION 1) Conduct a public hearing; and 2) Adopt Resolution No. _ approving Minor Use Permit No. UP2015-020 and Traffic Study No. TS2015-001(Attachment No. PC 1). INTRODUCTION Project Setting The project site is vacant and is located adjacent to the Cliff Haven Community along the western portion of Dover Drive. The property totals 54,348 square feet (1.25 acres). Refer to the following vicinity map. The project site is bound by existing commercial development to the north, Newport Harbor High School and the Environmental Nature Center to the west, a single-family residential tract to the south, and the Castaways Park and Newport Harbor Lutheran Church to the east across Dover Drive. Site photos are provided as Attachment No. PC 3. 1 V� Q� `-� �,P �� P ,`�O �� ENC Preschool Minor Use Permit and Traffic Study Planning Commission, January 21, 2015 Page 2 VICINITY MAP 6 ` Subject Property 1 A GENERAL PLAN ZONING LOCATION GENERAL PLAN ZONING CURRENT USE ON-SITE CO-G (General OG (Office General) Vacant Commercial Office NORTH CO-G (General OG (Office General) Retail and Office Development Commercial Office SOUTH RS-D (Single-Unit R-1 (Single-Unit Single-unit residential dwellings Residential Detached) Residential WEST PF (Public Facilities) and PF (Public Facilities) and Newport Harbor High School and PI Private Institutions PI Private Institutions) Environmental Nature Center PR (Parks and PC-43 (Upper EAST Recreation) and PI Castaways)and PC-2 Castaways Park and Newport (Private Institutions) (Newport Harbor Harbor Lutheran Church Lutheran Church ENC Preschool Minor Use Permit and Traffic Study Planning Commission, January 21, 2015 Page 3 Project Description Per the Zoning Code, a day care, general, facility is classified as an establishment that provides nonmedical care for persons on less than a twenty-four (24) hour basis, including nursery schools, preschools, and day care centers for children or adults. They may be accessory to an industrial, commercial, or institutional use and are permitted with the approval of a minor use permit. The 1.25-acre project site is currently vacant. The proposed development includes a 6,498-square-foot preschool facility with three classrooms and an administrative building separated by a covered corridor, a 25-space surface parking lot, and landscaped areas. The buildings would be constructed with high quality materials and the project is seeking LEED Platinum certification. A materials board and renderings of the proposed project are provided as Attachment No. PC 4. The applicant requests a minor use permit to allow a preschool/general day care center with approximately 72 students and 10 staff members to operate from 7:00 a.m. to 6:00 p.m., Monday through Friday. Children are expected to utilize the outdoor play areas for recess in groups of up to 20 children at a time. Larger groups would gather at the outdoor play areas for assembly events only. The preschool will be licensed by the State Department of Social Services. A Traffic Study reviewed by the Planning Commission is necessary due to the projected increase in vehicle trips resulting from the proposed project pursuant to the City's Traffic Phasing Ordinance. In accordance with Section 20.50.030 (Multiple Permit Applications), multiple applications for the same project shall be processed concurrently, and shall be reviewed and approved, modified, or denied by the highest review authority designated by this Zoning Code for any of the applications. Background In 1956, the Planning Commission approved Use Permit No. UP0271, authorizing a 36- bed convalescent home. In 1987, the Planning Commission approved Use Permit No. UP3225 (amended) authorizing a 24-hour care 34-bed disturbed children's care facility with 30 employees. In 2007, the building was demolished and the property has remained vacant. DISCUSSION Consistency with General Plan The Land Use Element designates the property as CO-G (General Commercial Office), which is intended to provide for administrative, professional, and medical offices with 4 ENC Preschool Minor Use Permit and Traffic Study Planning Commission, January 21, 2015 Page 4 limited accessory retail and service uses. Hotels, motels, and convalescent hospitals are not permitted. The proposed preschool will serve the neighborhood and will complement the surrounding development. Therefore, the land uses within the proposed project are consistent with the land use designations and policies for the property. The Land Use Element includes Policy LU 6.2.1, Resident-Serving Land Uses, which encourages uses that support the needs of residents that are in balance with community natural resources and open spaces. The proposed preschool provides general day care service for residents of the City and promotes an ideology of civic engagement and sustainability of natural resources. Also, Land Use Policy 3.2, Growth and Change, encourages the re-use and infill with uses that are complementary in type, form, scale, and character. The project represents "in fill" development that can be served by the existing infrastructure. The use complements the existing type and character of the nearby development, which includes a variety of commercial and residential 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 proposed development. Additional discussion related to project compliance with other applicable General Plan policies is included in California Environmental Quality Act (CEQA) Categorical Exemption determination (Attachment No. PC 5). Consistency with the Zoning Code The project is located within the OG (Office General) zoning district. The intent of the OG zoning district is to provide for areas appropriate for administrative, professional, and medical offices with limited accessory retail and service uses. The proposed preschool is consistent with this designation in that it would allow a neighborhood serving use in a commercial zone where a day care general use is permitted with the approval of a minor use permit. The proposed preschool building complies with all applicable development standards, as shown in the following table: Table 1-Zoning Compliance Development Required Proposed Standards Lot Size 5,000 square feet minimum for newly 54,348 square feet, 1.25 acres created lots (pre-existing le al lot Setbacks Front 0 feet 70 feet Side 0 abutting commercial 26 feet 9 inches abutting commercial to north 5 feet min. abutting residential 23 feet 7 inches abutting residential to south Rear 0 feet 145 feet abutting public facilities to west Height Rear feet for flat roofs or parapet walls 22 feet 8 inches to ridge of sloped roofline 15 ENC Preschool Minor Use Permit and Traffic Study Planning Commission, January 21, 2015 Page 5 Table 1-Zoning Com fiance Development Required Proposed Standards 37 feet for sloped roofs Floor Area 0.50 FAR 0.12 FAR Ratio 27,174 sq. ft. 6,498 sq. ft. 22 spaces total: • Day Care-General 1 per 7 Parking occupants based on maximum 25 spaces total occupancy allowed per license 148 occupants/7= 22 spaces Solid Waste 24 sq. ft. refuse and Recyclable 24 sq. ft. recycling 271 sq. ft. total Materials 48 sq. ft. total • Setback and open areas landscaped • 5-foot-wide perimeter landscaping adjacent to right-of-way Parking Lot • 5-foot-wide landscaped buffer Landscaping adjacent to residential Complies • 1 tree/30 sf of landscaped area 1 tree/5 parking spaces 6-foot-high wall to buffer residential Minimum lot size of 10,000 • Lot size: 54,348 square feet square feet. • 26-foot separation to administration • Minimum setback of 30 feet building and greater than 30 feet between main assembly building provided to the classroom building and a residential zoning district. (assembly building). General Day • 75 square feet of play area per • More than 5,400 square feet of outdoor Care Facilities child, minimum 450 square feet play areas are provided at the rear of • Outdoor play area may not be in the building (37,026 square feet of front yard. landscaped area provided). • A four-foot high fence shall • A minimum 6-foot high fence is provided enclose an outdoor play area. around all outdoor play areas. • Outdoor activities permitted e Preschool hours of operation are from between 7:00 a.m. and 7:00 p.m. 7:00 a.m. through 6:00 p.m. Parking A day care, general, facility requires one parking space per seven occupants of the day care facility. The occupancy load calculations for the building indicate a maximum of 148 persons, which results in a parking requirement of 22 parking spaces where a total of 25 parking spaces are provided. Drop off and pick-up will occur within the striped parking spaces rather than via a drop-off and pick-up area because children will be escorted by their parents into the preschool. Drop off and pick-up will be staggered through the morning and afternoon hours to ensure there is sufficient parking available. The project has been conditioned to allow a maximum of 175 occupants or the maximum number of children in accordance with the license, whichever is less, in order to ensure that sufficient parking is available on-site. ENC Preschool Minor Use Permit and Traffic Study Planning Commission, January 21, 2015 Page 6 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 in excess of 300 average daily trips (ADT). The project is anticipated to generate 315 new ADT's. Pursuant to 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, titled "Traffic Impact Analysis ENC Preschool Project City of Newport Beach"dated July 28, 2015, (Provided as Appendix E to the Addendum in Attachment No. PC 6) was prepared by DKS Associates under the supervision of the City Traffic Engineer pursuant to the Traffic Phasing Ordinance (TPO) and its implementing guidelines. The Traffic Study concluded that the project generated trips would not result in a significant traffic impact. Construction of the project is anticipated to be completed in 2017. The project is expected to generate 315 new trips on a typical weekday, with 57 morning peak hour trips and 58 evening peak hour trips. The Traffic Study indicates that the project will neither cause nor make worse an unsatisfactory level of service at any impacted primary intersection, and all intersections are forecasted to continue to operate at acceptable Levels of Service. Therefore, staff recommends that the Planning Commission find that the Traffic Study has been prepared in compliance with the TPO, subject to the findings and facts in support of findings provided in the draft resolution (Attachment No. PC 1). Compatibility of Adjacent Residential Land Uses The southerly property boundary of the project site abuts the rear yard of several single- family residential properties located along St. James Place. General Plan Land Use Policy LU5.2.2, Buffering Residential Areas, encourages the incorporation of landscape, decorative walls, enclosed trash containers, downward focused lighting fixtures, and/or 7 ENC Preschool Minor Use Permit and Traffic Study Planning Commission, January 21, 2015 Page 7 comparable buffering elements to minimize impacts and ensure that commercial areas are compatible with adjoining residential neighborhoods. The project has been designed with a 6-foot high Trex fence system located at the southerly property line adjacent to the residential properties. A 14-foot wide access drive is located on the project site adjacent to the fence and defines the southerly boundary of the outdoor play areas for the preschool. An enclosed trash enclosure is located along the southerly portion of the site to minimize odors and noise to the nearby properties. The project is also required to comply with Chapter 10.26 (Community Noise Control) of the Newport Beach Municipal Code. This chapter identifies a noise standard of 55 dB(A)l Legz for residential properties or the ambient noise level, in the event that the ambient noise level exceeds the noise standard. A maximum instantaneous noise level equal to the value of the noise standard plus twenty (20) DBA for any period of time (measured using A-weighted slow response). In this case, the instantaneous noise standard is 75 dB(A) Lmax. An acoustical site visit was conducted by Newson Brown Acoustics, LLC, on July 29, 2015, and an acoustical report was prepared dated October 1, 2015. At the site visit, ambient/background sound levels on the project site were obtained as well as sample sound levels of children playing outdoors during summer camp at the adjacent Environmental Nature Center. The measurements identified an ambient sound level of 55.4 dB(A) Leq on the project site. The report indicates that 55 db(A) is a conservative noise standard as indicated by Municipal Code standard. The acoustical report assumes that children will play in the outdoor area in groups of no more than 20 children at a time. The sample sound measurements determined the sound levels of 20 children in a recess/free play setting to be 68.6 db(A)3 Lego and 80.2 dB (A) LmaX5 at a distance of 15 feet. The acoustical report incorporates distance loss into the analysis and determines that the maximum sound source receptor levels result in a noise level of 55 dB(A) Leq and 67 dB(A) Lmax at the residential properties. With the addition of proposed 6-foot tall Trex fence the property line and limiting play areas north of the 14-foot access road, the sound levels are anticipated to comply with the noise standards. The acoustical report, together with a memorandum prepared October 29, 2015, by Newson Brown Acoustics, LLC, showing the screen wall design, confirms that sound levels will remain in compliance with the noise standards of the Municipal Code. Refer to Attachment No. PC 7 for a copy of the October 1, 2015 acoustical report and accompanying memorandum dated October 29, 2015. Conditions of approval have ' dB(A)Weights a sound spectrum relative to the sensitivity of the human ear. 2 Leq Steady-state"average"sound level over a stated time period(15 minute time period per the NBMQ. s dB(A)Weights a sound spectrum relative to the sensitivity of the human ear. Leq Steady-state"average"sound level over a stated time period(15 minute time period per the NBMQ. 'Lmax The maximum or peak sound level measured during the measurement period. g ENC Preschool Minor Use Permit and Traffic Study Planning Commission, January 21, 2015 Page 8 been added to the draft resolution requiring that the project provide a 6-foot screen wall and limiting outdoor play areas 14-feet north of the property line as recommended in the acoustical report. Additionally, draft Condition No. 13 includes a limitation of 20 kids in a free play situation at the outdoor play areas so that sound levels do not exceed the sound levels identified in the acoustical analysis. Minor Use Permit Findings A general day care use at this location requires the approval of a minor use permit. 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 minor 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, or 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. The proposed project is consistent with the General Plan and Zoning District designations as it is a preschool/general day care with a 0.5 floor area ratio. The lot is 1.25 acres in area (54,348 square feet), roughly rectangular in shape, located in a commercial area with residential uses nearby, and would be developed with one single- story preschool structure and expansive rear outdoor play area. The facility will comply with all of the development standards for the OG (Office General) Zoning District. The proposed building would be 22 feet 8 inches in height, provide sufficient setbacks from all property lines, and include a covered corridor through the building. The buildings would be constructed with high quality materials and the project is seeking LEED Platinum certification. The hardscape includes enhanced paving at the drop off area, front of the buildings, and courtyard. The architectural design creates visual interest through building articulation, window treatments, and blending with landscaping. The mechanical equipment, refuse, and generators will be screened from view. The landscaping includes trees, shrubs, and groundcover and the landscape setbacks are met or exceeded. The proposed project includes surface 9 ENC Preschool Minor Use Permit and Traffic Study Planning Commission, January 21, 2015 Page 9 parking with 25 parking spaces, which would provide a surplus of three spaces above the code requirement. The site has pedestrian and vehicular access from Dover Drive via two on-site driveways and the adjacent access drive to the north. The on-site driveways will be constructed pursuant to City Standards and reviewed and approved by the Public Works Department. The proposed site design includes the provision of adequate emergency vehicle access and public services and utilities. The proposed project would operate as a preschool and the operating characteristics would be compatible with the allowed commercial and residential uses in the vicinity. The subject property is adjacent to the existing Environmental Nature Center and will serve to complement this existing facility. The surrounding neighborhood includes single-unit dwellings, commercial, and public/private institutional uses. The proposed use is similar to and compatible with other uses in the vicinity, and would not be detrimental to the abutting residential uses, as identified by the acoustical analysis with the incorporation of a 6-foot high Trex fence and limiting play areas north of the 14-foot wide access drive. Staff's recommendation includes a condition of approval limiting the use to 175 occupants or to the maximum number of children in accordance with the State license, whichever is less, to ensure there is sufficient parking available on-site. The development would be required to comply with the City's Water Efficient Landscape Ordinance (Chapter 14.17 of the Municipal Code). As demonstrated in the draft resolution (Attachment No. PC 1), staff believes the findings for approval can be made. Alternatives 1. The Planning Commission may suggest specific project modifications or operational changes that are necessary to alleviate concerns. If the changes are substantial, the item should be continued to a future meeting to allow redesign of the project. 2. If the Planning Commission believes that there are insufficient facts to support the findings for approval, the Planning Commission should deny the application request (Attachment No. PC 2). Environmental Review The project is categorically exempt under Section 15332, of the California Environmental Quality Act (CEQA) Guidelines - Class 32 (In-Fill Development Projects) Projects). This exemption applies to in-fill development projects in urban areas that are consistent with the General Plan and applicable development standards. In addition, the proposed development must occur on a site of no more than five acres, have no value as habitat for endangered, rare or threatened species, be adequately served by all 10 ENC Preschool Minor Use Permit and Traffic Study Planning Commission, January 21, 2015 Page 10 utilities and public services, and must not result in any significant effects relating to traffic, air quality, water quality, or any other significant effect on the environment due to an unusual circumstance. The proposed project site is 1.25 acres in size, is located within an urban area, and can be adequately served by all required utilities and public services. The project is consistent with the General Plan designations and policies, and can be found consistent with all applicable zoning regulations upon approval of the requested applications. An acoustical analysis, preliminary Water Quality Management Plan, traffic impact analysis, and water/waste-water generation memorandum have been prepared. An analysis of the currently vacant property indicates that the project site and adjacent areas have no value as habitat for endangered, rare, or threatened species. The project is expected to have a less than significant impacts related to traffic, noise, air quality, and water quality. A more detailed analysis and determination supporting the Class 32 exemption is attached as Attachment No. PC 5. Public Notice Notice of this application was published in the Daily Pilot, mailed to all owners 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. Submitted by: Prepared by: Maka a N a *rn snes i, ICP, Deputy Director Associate Planner ATTACHMENTS PC 1 Draft Resolution for Approval with Findings and Conditions PC 2 Draft Resolution for Denial PC 3 Site Photos PC 4 Materials Board and Project Renderings PC 5 CEQA Exemption Determination PC 6 Traffic Impact Analysis PC 7 Acoustical Report and Memorandum PC 8 Project plans .docx:04/0714 11 V� Q� `-� �,P �� P ,`�O �� 2� Attachment No. PC 1 Draft Resolution for Approval with Findings and Conditions 13 V� Q� `-� �,P �� P ,`�O �� 2� RESOLUTION NO. #### A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF NEWPORT BEACH APPROVING MINOR USE PERMIT NO. UP2015-020 AND TRAFFIC STUDY NO. TS2015-001 FOR A NEW PRESCHOOL LOCATED AT 745 DOVER DRIVE (PA2015-079) THE PLANNING COMMISSION OF THE CITY OF NEWPORT BEACH HEREBY FINDS AS FOLLOWS: SECTION 1. STATEMENT OF FACTS. 1. An application was filed by the Environmental Nature Center, with respect to property located at 745 Dover Drive, and legally described as Lot 3 of Lot Line Adjustment No. LA2009-010 recorded in Document 117 408 L09 25 of Official Records of the County of Orange, California, being a subdivision of a portion of Lot 148 of Tract 1218 as shown on a map filed in Book 37, Pages 47 through 49 of Miscellaneous Maps, records of Orange County, California. The applicant requests approval of a minor use permit and traffic study. 2. The applicant proposes a minor use permit to allow a preschool/general day care center with approximately 72 students and 10 staff members to operate from 7:00 a.m. to 6:00 p.m., Monday through Friday. The proposed development includes the construction of a 6,498-square-foot facility with classrooms and administrative offices, a 25-space surface parking lot, and landscaped areas on a 1.25-acre vacant lot. A Traffic Study is also required due to the projected increase in vehicle trips resulting from the proposed project pursuant to the City's Traffic Phasing Ordinance. 3. The subject property is located within the OG (Office General) Zoning District and the General Plan Land Use Element category is CO-G (General Commercial Office). 4. The subject property is not located within the coastal zone. 5. A public hearing was held on January 21, 2016, in the Council Chambers at 100 Civic Center Drive, Newport Beach. A notice of time, place and purpose of the meeting was given in accordance with the Newport Beach Municipal Code. Evidence, both written and oral, was presented to, and considered by, the Planning Commission at this meeting. SECTION 2. CALIFORNIA ENVIRONMENTAL QUALITY ACT DETERMINATION. 1. This project has been determined to be categorically exempt under the requirements of the California Environmental Quality Act under Class 32 (Infill Development Projects). This exemption applies to in-fill development projects in urban areas that are consistent with the General Plan and applicable development standards. In addition, the proposed development must occur on a site of no more than five acres, have no value as habitat for endangered, rare or threatened species, be adequately served by 15 Planning Commission Resolution No. Page 2 of 15 all utilities and public services, and must not result in any significant effects relating to traffic, air quality, water quality, or any other significant effect on the environment due to an unusual circumstance. 2. An analysis and exemption determination was prepared for this project. The proposed project site is 1.25 acres in size, is located within an urban area, and can be adequately served by all required utilities and public services. The project is consistent with the General Plan designations and policies, and can be found consistent with all applicable zoning regulations upon approval of the requested applications. An acoustical analysis, preliminary Water Quality Management Plan, traffic impact analysis, and water/waste-water generation memorandum have been prepared. An analysis of the currently vacant property indicates that the project site and adjacent areas have no value as habitat for endangered, rare, or threatened species. The project is expected to have a less than significant impacts related to traffic, noise, air quality, and water quality. Therefore, the proposed project meets all of the conditions described above for in-fill development and qualifies for a Class 32 exemption. SECTION 3. REQUIRED FINDINGS. Minor Use Permit In accordance with Section 20.52.020(F) (Conditional and Minor Use Permits) of the Municipal Code, 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 Land Use Element of the General Plan designates the subject property as General Commercial Office (CO-G) with the maximum floor area to land area ratio ("FAR") of 0.50 (CO-G 0.50), which is intended to provide for administrative, professional, and medical offices with limited accessory retail and service uses. The proposed project is consistent with this designation as it is a preschool/general day care center development with a 0.12 FAR. 2. The Land Use Element includes Policy LU 6.2.1, Resident-Serving Land Uses, which encourages uses that support the needs of residents that are in balance with community natural resources and open spaces. The proposed preschool provides general day care service for residents of the City and promotes an ideology of civic engagement and sustainability of natural resources. 3. Land Use Policy 3.2, Growth and Change, encourages the re-use and infill with uses that are complementary in type, form, scale, and character. The project (i.e., preschool) represents "in fill' development that can be served by the existing infrastructure. The use complements the existing type and character of the nearby 03-03-2015 10 Planning Commission Resolution No. #I##I# Page 3 of 15 development, which includes a variety of commercial and residential 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 proposed development. 4. The project site is not located within a Specific Plan area. 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 subject property is located within the Office General (OG), which is intended to provide for areas appropriate for administrative, professional, and medical offices with limited accessory retail and service uses. Pursuant to Section 20.20.020 (Commercial Zoning Districts Land Uses and Permit Requirements), day care general uses are a principal permitted use subject to the approval of a minor use permit. 2. Section 20.20.030 (Commercial Zoning Districts General Development Standards) establishes the required site development standards for floor area, setbacks, and landscaping. The buildings provide more than the minimum required setback from each property line and are proposed at 0.12 FAR, where 0.50 FAR is allowed. The proposed landscaping includes trees, shrubs, and groundcover and the landscape setbacks are met or exceeded with the proposed project design. 3. Pursuant to Table 3.10 in Zoning Code Section 20.40.040 (Off-Street Parking Spaces Required), day care general uses are required to provide one parking space for every seven occupants based on the maximum occupancy per license. The proposed maximum occupancy for the preschool is 148; therefore, the project requires 22 spaces. The proposed project includes surface parking with 25 parking spaces which can accommodate an occupant load of 175 persons, thus, the project provides a surplus of three parking spaces. 4. Pursuant to Section 20.48.070 (Day Care Facilities-Adult and Child), the preschool will comply with the development standards for a general day care facility. The site complies with the minimum lot size and the proposed development complies with the minimum separation, outdoor play area size, and hours of operation to allow a day care general use. Finding: C. The design, location, size, and operating characteristics of the use are compatible with the allowed uses in the vicinity. 03-03-2015 27 Planning Commission Resolution No. #### Page 4 of 15 Facts in Support of Finding: 1. Commercial and residential uses are allowed in the vicinity, including medical office, retail sales, personal service, restaurant, professional & administrative office, and single-unit residential uses. The subject property is adjacent to the existing Environmental Nature Center to the north, and the proposed preschool use is compatible with the allowed commercial office/retail and residential uses in the vicinity. 2. The buildings are proposed at 0.12 FAR, where 0.50 FAR is allowed. The 6,498- square-foot preschool does not create any traffic impacts and is compatible with the allowed commercial and residential uses in the vicinity. 3. The project design includes a 14-foot wide access drive and 6-foot high Trex fence along the southern property line, which provides separation and an acoustical barrier to ensure compatibility with the abutting residential properties to the south. Furthermore, the building includes an enclosed trash area to screen unsightly sights and odors related to trash. 4. The proposed preschool will operate as a typical general day care use. The design includes a parking area to facilitate children's drop-off/pick-up, landscaping, and outdoor play areas. A covered breezeway is proposed through the building as an amenity to define the space between administrative offices and children's classrooms. Code required parking is provided, ensuring that employees and parents dropping off children may park on-site. Therefore, the operating characteristics are compatible with the allowed commercial and residential uses in the vicinity. 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 subject property is 1.25 acres in area (54,348 square feet), generally rectangular in shape, located in a commercial area with residential uses nearby, and is proposed to be developed with a preschool/general day-care building. 2. The project design locates a single-story building towards the front half of the property with large setbacks used for surface parking at the front and landscaped outdoor play areas at the rear. The site is proposed with 25 parking spaces, which is three more spaces than required by the Zoning Code. Adequate trash storage facilities for the preschool are provided in an enclosed area, thereby preventing any odor or related issues for the residential uses nearby. 03-03-2015 Zg Planning Commission Resolution No. ##### Page 5 of 15 3. The site has pedestrian and vehicular access along Dover Drive, which is a four-lane divided primary road with sufficient capacity as shown by the traffic study. The two driveways proposed will be constructed pursuant to City Standards and reviewed and approved by the Public Works Department. The provision of emergency vehicle access will continue through the gravel parking lot on-site and along Dover Drive. 4. All sewer and water services will be approved by the City of Newport Beach. 5. 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 Building and Fire Departments and must comply with the most recent, City-adopted version of the California Building Code. 6. Public improvements will be required of the Applicant per the Municipal Code and the Subdivision Map Act. 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 proposed use is an extension of the adjacent Environmental Nature Center, is compatible with other office uses in the vicinity, and is not detrimental to the abutting residential uses with the addition of a 14-foot access drive to serve as a buffer and 6- foot high Trex fence along the southern property line. 2. The proposed development is consistent with the planned land use for the site. 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 anticipated commercial development use of the site. Therefore, the operation of the use is not detrimental. 3. Based on the proposed project description, the proposed project is anticipated to generate approximately 315 average daily trips; therefore, a TPO study has been completed. No significant impacts related to traffic have been identified. 4. As demonstrated in the acoustical report and memorandum prepared by Newson Brown on October 1 and October 29, 2015, the preschool as designed with a 14-foot sound buffer and 6-foot high Trex fence is expected to operate in compliance with the noise standards within the Municipal Code. 03-03-2015 29 Planning Commission Resolution No. #### # Page 6 of 15 5. Adequate trash storage facilities for the preschool/day care center an enclosed 270- square-foot trash area, thereby preventing any odor or related issues for the abutting residential uses. 6. Compliance with the Municipal Code and the conditions of approval is required and will further ensure that the proposed use will not be detrimental. Traffic Study In accordance with Municipal Code Section 15.40.030(A) (Traffic Phasing Ordinance), 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 chapter [15.40]and Appendix A. Facts in Support of Finding: 1. A traffic study, titled "Traffic Impact Analysis for the proposed ENC Pre-School Project City of Newport Beach" dated July 28, 2015, was prepared by DKS Associates 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. 2. Based on the proposed project description, the proposed project is anticipated to generate approximately 315 average daily trips; therefore, a TPO study has been completed. No significant impacts related to traffic have been identified. 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 (B) can be made: Facts in Support of Finding: 1. Construction of the project is anticipated to be completed in 2017, within 24 months. If the project is not completed within 60 months of this approval, preparation of a new traffic study is required. 2. The traffic study included nine 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 study determined that the nine primary intersections identified will continue to operate at satisfactory levels of service as defined by the Traffic Phasing Ordinance. 03-03-2015 20 Planning Commission Resolution No. #### Page 7 of 15 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. Facts in Support of Finding: 1. No improvements or mitigation are necessary because implementation of the proposed project will neither cause nor make worse an unsatisfactory level of traffic service at any impacted primary intersection within the City of Newport Beach. SECTION 4. DECISION. NOW, THEREFORE, BE IT RESOLVED: 1. The Planning Commission of the City of Newport Beach hereby approves Minor Use Permit No. UP2015-020 and Traffic Study No. TS2015-001, subject to the conditions set forth in Exhibit A, which is attached hereto and incorporated by reference. 2. This action shall become final and effective 14 days following the date this Resolution was adopted unless within such time an appeal is filed with the City Clerk in accordance with the provisions of Title 20 Planning and Zoning, of the Newport Beach Municipal Code. 3. This resolution supersedes Use Permit No. UP0271 and Use Permit No. UP3225, which upon vesting of the rights authorized by this minor use permit, shall become null and void. PASSED, APPROVED, AND ADOPTED THIS 21ST DAY OF JANUARY, 2016. AYES: NOES: ABSTAIN: ABSENT: BY: Kory Kramer, Chairman BY: Peter Koetting, Secretary 03-03-2015 21 Planning Commission Resolution No. ###### Page 8 of 15 EXHIBIT "A" CONDITIONS OF APPROVAL PLANNING 1 . The development 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. All proposed signs shall be in conformance with Chapter 20.42 (Signs) of the Newport Beach Municipal Code. 3. Minor Use Permit No. UP2015-020 shall expire unless exercised within 24 months from the date of approval as specified in Section 20.91.050 of the Newport Beach Municipal Code, unless an extension is otherwise granted. 4. The project is subject to all applicable City ordinances, policies, and standards, unless specifically waived or modified by the conditions of approval. 5. The 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. 6. 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. 7. Prior to issuance of building permits, the applicant shall submit to the Planning Division an additional copy of the approved architectural plans for inclusion in the Minor Use Permit file. The plans shall be identical to those approved by all City departments for building permit issuance. The approved copy shall include architectural sheets only and shall be reduced in size to 11 inches by 17 inches. The plans shall accurately depict the elements approved by this Minor Use Permit and shall highlight the approved elements such that they are readily discernible from other elements of the plans. 8. 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. 9. Prior to the issuance of building permits, Fair Share Traffic Fees shall be paid for the new commercial floor area in accordance with Chapter 15.38 of the Newport Beach Municipal Code or a waiver of these fees shall be approved by the City Manager. 03-03-2015 22 Planning Commission Resolution No. ###### Page 9 of 15 10. The preschool is intended to accommodate 72 children and 10 faculty. The occupant load shall not exceed 175 occupants or the maximum occupancy as shown on the license, whichever is less. 11. A total of twenty five (25) parking spaces shall be maintained on-site. 12. The project shall comply with the recommendations provided in the acoustical report dated October 1, 2015, and acoustical memorandum dated October 29, 2015, prepared by Newson Brown Acoustics, LLC. A 6-foot high screen wall shall be constructed along the southerly property boundary with an impervious material weighing at least 4 pounds per square-foot. Outdoor play areas shall be limited north of the 14-foot access roadway as shown on the approved project plans. 13. In accordance with the assumptions made in the acoustical report, the outdoor play area shall be utilized by no more than 20 children at a time in a recess-like manner. Larger groups are permitted within the outdoor play areas when children are gathered for assembly events. 14. All trash shall be stored within the buildings or within dumpsters stored in the trash enclosure (three walls and a self-latching gate) or otherwise screened from view of neighboring properties, except when placed for pick-up by refuse collection agencies. The trash enclosure shall have a decorative solid roof for aesthetic and screening purposes. 15. The applicant shall ensure that the trash dumpsters and/or receptacles are maintained to control odors. This may include the provision of either fully self-contained dumpsters or periodic steam cleaning of the dumpsters, if deemed necessary by the Planning Division. Cleaning and maintenance of trash dumpsters shall be done in compliance with the provisions of Title 14, including all future amendments (including Water Quality related requirements). 16. The exterior of the business shall be maintained free of litter and graffiti at all times. The owner or operator shall provide for daily removal of trash, litter debris and graffiti from the premises and on all abutting sidewalks within 20 feet of the premises. 17. Deliveries and refuse collection for the facility shall be prohibited between the hours of 10:00 p.m. and 8:00 a.m., daily, unless otherwise approved by the Director of Community Development, and may require an amendment to this Use Permit. 18. Storage outside of the building in the front or at the rear of the property shall be prohibited, with the exception of the required trash container enclosure. 19. Prior to the issuance of building permits, documents/plans shall be submitted demonstrating compliance with the requirements of Chapter 14.17 (Water-Efficient Landscaping Ordinance) of the Municipal Code. 03-03-2015 2S Planning Commission Resolution No. #### Page 10 of 15 20. Trees within 5 feet of hardscape or structures shall provide a linear root barrier at a depth of 24 inches located 5 feet on either side of trees along hardscape areas. 21. If no automatic irrigation is proposed, all landscaping on-site including abutting street trees shall be watered and maintained in perpetuity and maintained in a viable condition. All landscape materials and irrigation systems shall be maintained in accordance with the approved landscape plan. All landscaped areas shall be maintained in a healthy and growing condition and shall receive regular pruning, fertilizing, mowing and trimming. All landscaped areas shall be kept free of weeds and debris. All irrigation systems shall be kept operable, including adjustments, replacements, repairs, and cleaning as part of regular maintenance. 22. Prior to the issuance of a building permits, the applicant shall submit a landscape and irrigation plan prepared by a licensed landscape architect. These plans shall incorporate drought tolerant plantings and water efficient irrigation practices, and the plans shall be approved by the Planning Division and the Municipal Operations Department. Landscaping shall be located so as not to impede vehicular sight distance to the satisfaction of the Traffic Engineer. 23. Prior to the final of building permits, the applicant shall schedule an inspection by the Planning Division to confirm that all landscaping was installed in accordance with the approved landscape plan 24. Water leaving the project site due to over-irrigation of landscape shall be minimized. If an incident such as this is reported, a representative from the Code and Water Quality Enforcement Division shall visit the location, investigate, inform and notice the responsible party, and, as appropriate, cite the responsible party and/or shut off the irrigation water. 25. Water should not be used to clean paved surfaces such as sidewalks, driveways, parking areas, etc. except to alleviate immediate safety or sanitation hazards 26. The site shall not be excessively illuminated based on the luminance recommendations of the Illuminating Engineering Society of North America, or, if in the opinion of the Director of Community Development, the illumination creates an unacceptable negative impact on surrounding land uses or environmental resources. The Director may order the dimming of light sources or other remediation upon finding that the site is excessively illuminated. 27. All noise generated by the proposed use shall comply with the provisions of Chapter 10.26 and other applicable noise control requirements of the Newport Beach Municipal Code. 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:OOAM Between the hours of and 10:OOPM 10:OOPM and 7:OOAM Location Interior Exterior Interior Exterior 03-03-2015 24 Planning Commission Resolution No. #### Page 11 of 15 Residential Property 45dBA 55dBA 40dBA 50dBA Residential Property located within 45dBA 60dBA 45dBA 50dBA 100 feet of a commercial property Mixed Use Property 45dBA 60dBA 45dBA 50dBA Commercial Property N/A 65dBA N/A 60dBA 28. 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. 29. Construction activities shall comply with Section 10.28.040 of the Newport Beach Municipal Code, 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. 30. A Special Event Permit is required for any event or promotional activity outside the normal operational characteristics of the approved use, as conditioned, or that would attract large crowds, involve the sale of alcoholic beverages, include any form of on- site media broadcast, or any other activities as specified in the Newport Beach Municipal Code to require such permits. 31. This Minor 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. 32. Any change in operational characteristics, expansion in area, or other modification to the approved plans, shall require an amendment to this Minor Use Permit or the processing of a new Use Permit. 33. This approval shall expire and become void unless exercised within 24 months from the actual date of review authority approval, except where an extension of time is approved in compliance with the provisions of Title 20 Planning and Zoning of the Newport Beach Municipal Code. 34. 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 the ENC Preschool including, but not limited to, Minor Use Permit No. UP2015-020 and Traffic Study No. TS2015-001 (PA2015-079). 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 03-03-2015 25 Planning Commission Resolution No. #kms# Page 12 of 15 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. The 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 Conditions 35. Fire hydrant locations and number of necessary hydrants will be based on required fire flow for the structures and distances to all portions of the structure to a hydrant. 36. The turning radius for fire apparatus access roads shall be not less than 20 feet inside radius. A 15-foot inside radius is currently shown at both driveways. 37. Fire access roadways must be constructed of a material that provides an all-weather driving surface and designed as per Newport Beach Fire Department (NBFD) Guideline C.01, which requires calculations stamped and signed by a registered professional engineer. 38. The ground-mounted photovoltaic array shall have a clear brush-free area of 10 feet. C.F.C. Section 605.11.4. 39. Fire access will need to be identified as per Newport Beach Fire Department Guideline C.02, which requires the fire lane signs and red curbing or fire lane signs only. 40. Fire lane signs must be designed and installed as per NBFD Guideline C.02, which requires the fire lane sign height at 7 feet in sidewalk or pedestrian areas. 41. Fencing of schools requires that a safe dispersal area be established based on three square feet per occupant. The safe dispersal area must be located between the school and the fence not less than 50 feet from the school buildings. C.B.C. Sec. 442.1.3. 42. A manual and automatic fire alarm system that initiates the occupant notification signal utilizing an emergency voice/alarm communication system shall be installed in Group E Occupancies. When automatic sprinkler systems or smoke detectors are installed, such systems or detectors shall be connected to the building fire alarm system. C.F.C. Sec. 907.2.3. 43. An automatic fire sprinkler system shall be provided for Group E occupancies. C.F.C. Sec 903.2.3. The underground fire line shall be submitted separately from the fire sprinklers with a separate fire permit. 44. Any vehicle access gates or barriers installed across fire apparatus access roads shall be in accordance with NBFD Guideline C.01. 03-03-2015 20 Planning Commission Resolution No. ##t/-1# Page 13 of 15 45. The trash enclosure must be located at least five feet from combustible walls, openings, or combustible roof eave lines. C.F.C. Sec. 304.3.4. Building Division Conditions 46. The 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. 47. An accessible path of travel shall be provided throughout the landscaped nature area. 48. The roof shall be Class A. 49. A grading bond shall be required prior to grading permit issuance. 50. The 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. 03-03-2015 27 Planning Commission Resolution No. #### Page 14 of 15 51. A geotechnical report shall be submitted to the Building Division for review prior to grading permit issuance. 52. A drainage and hydrology study shall be submitted prior to grading permit issuance. 53. Prior to the issuance of grading permits, a Storm Water Pollution Prevention Plan (SWPPP) and Notice of Intent (NOI) to comply with the General Permit for Construction Activities shall be prepared, submitted to the State Water Quality Control Board for approval and made part of the construction program. The project applicant will provide the City with a copy of the NOI and their application check as proof of filing with the State Water Quality Control Board. This plan will detail measures and practices that will be in effect during construction to minimize the project's impact on water quality. 54. Prior to issuance of grading permits, the applicant shall prepare and submit a final Water Quality Management Plan (WQMP) for the proposed project, subject to the approval of the Building Division and Code and Water Quality Enforcement Division. The WQMP shall provide appropriate Best Management Practices (BMPs) to ensure that no violations of water quality standards or waste discharge requirements occur. 55. A list of "good house-keeping" 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 Conditions 56. A sewer and water demand study shall be submitted for review and approval by the Public Works and Municipal Operations Departments. 57. Reconstruct the curb, gutter, and sidewalk along the entire Dover Drive project frontage. 58. The driveway approaches shall be reconstructed per City Standard STD-160-L-A. A minimum 4-foot wide ADA compliant pedestrian path shall be provided around the driveway approach. 59. No trees shall be planted within the limits of the sewer easement along the southerly property line. Prior to building permit issuance, the easement shall be identified on the landscape plans. 03-03-2015 22 Planning Commission Resolution No. #### Page 15 of 15 60. A 14-foot wide minimum maintenance vehicle access road shall be provided along the entire length of the sewer easement adjacent to the southerly property line. 61. Prior to the issuance of building permits, the project plans shall be modified to reflect a 14-foot wide access gate from the paved access roadway on-site to the residential property at 731 St. James Place. 62. The parking layout shall comply with City Standard STD-805-L-A and STD-805-L-B. 63. Traffic signage shall be consistent with the latest edition of the California Manual of Uniform Traffic Control Devices, including size, color, lettering, and shape. 64. County Sanitation District fees shall be paid prior to the issuance of any building permits. 65. Prior to commencement of demolition and grading of the project, the applicant shall submit a construction management and delivery plan to be reviewed and approved by the Public Works Department. The plan shall include discussion of project phasing; parking arrangements for both sites during construction; anticipated haul routes and construction mitigation. Upon approval of the plan, the applicant shall be responsible for implementing and complying with the stipulations set forth in the approved plan. 66. Traffic control and truck route plans shall be reviewed and approved by the Public Works Department before their implementation. Large construction vehicles shall not be permitted to travel narrow streets as determined by the Public Works Department. Disruption caused by construction work along roadways and by movement of construction vehicles shall be minimized by proper use of traffic control equipment and flagman. 03-03-2015 �9 V� Q� `-� �,P �� P ,`�O �� 30 Attachment No. PC 2 Draft Resolution for Denial 31 V� Q� `-� �,P �� P ,`�O �� RESOLUTION NO. #### A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF NEWPORT BEACH DENYING MINOR USE PERMIT NO. UP2015-020 AND TRAFFIC STUDY NO. TS2015-001 FOR A NEW PRESCHOOL LOCATED AT 745 DOVER DRIVE (PA2015-079) THE PLANNING COMMISSION OF THE CITY OF NEWPORT BEACH HEREBY FINDS AS FOLLOWS: SECTION 1. STATEMENT OF FACTS. 1. An application was filed by the Environmental Nature Center, with respect to property located at 745 Dover Drive, and legally described as Lot 3 of Lot Line Adjustment No. LA2009-010 recorded in Document 117 408 L09 25 of Official Records of the County of Orange, California, being a subdivision of a portion of Lot 148 of Tract 1218 as shown on a map filed in Book 37, Pages 47 through 49 of Miscellaneous Maps, records of Orange County, California. The applicant requests approval of a minor use permit and traffic study. 2. The applicant proposes a minor use permit to allow a preschool/general day care center with approximately 72 students and 10 staff members to operate from 7:00 a.m. to 6:00 p.m., Monday through Friday. The proposed development includes the construction of a 6,498-square-foot facility with classrooms and administrative offices, a 25-space surface parking lot, and landscaped areas on a 1.25-acre vacant lot. A Traffic Study is also required due to the projected increase in vehicle trips resulting from the proposed project pursuant to the City's Traffic Phasing Ordinance. 3. The subject property is located within the OG (Office General) Zoning District and the General Plan Land Use Element category is CO-G (General Commercial Office). 4. The subject property is not located within the coastal zone. 5. A public hearing was held on January 21, 2016, in the Council Chambers at 100 Civic Center Drive, Newport Beach. A notice of time, place and purpose of the meeting was given in accordance with the Newport Beach Municipal Code. Evidence, both written and oral, was presented to, and considered by, the Planning Commission at this meeting. SECTION 2. CALIFORNIA ENVIRONMENTAL QUALITY ACT DETERMINATION. 1. Pursuant to Section 15270 of the California Environmental Quality Act (CEQA) Guidelines, projects which a public agency rejects or disapproves are not subject to CEQA review. 33 Planning Commission Resolution No. ###### Page 2 of 3 SECTION 3. REQUIRED FINDINGS. In accordance with Section 20.52.020.E (Findings and Decision) of the Zoning Code, preschool/day care centers located within the OG (Office General) Zoning District require the approval of a minor use permit. The Planning Commission may approve a use permit only after making each of the five required findings set forth in Section 20.52.020.F. In this case, the Planning Commission was unable to make the required findings based upon the following: 1. The Planning Commission determined, in this case, that the proposed use permit for a preschool/day care center is inconsistent with the legislative intent of Title 20 of the NBMC. 2. The design, location, size, and operating characteristics of the use are not compatible with the allowed uses in the vicinity. 3. The site is not physically suitable in terms of design, location, shape, size, operating characteristics. 4. The proposed preschool/day care center is neither required by code nor necessary for the enjoyment of the property. If desired, and as shown through previously approved building permits, the subject property can be utilized to comply with the requirements of the NBMC and be used for general commercial or retail uses. 5. Granting of the use permit would provide special privileges to the subject property. SECTION 4. DECISION. NOW, THEREFORE, BE IT RESOLVED: 1. The Planning Commission of the City of Newport Beach hereby denies Minor Use Permit No. UP2015-020 and Traffic Study No. TS2015-001. 2. This action shall become final and effective 14 days following the date this Resolution was adopted unless within such time an appeal is filed with the City Clerk 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, 2016. AYES: NOES: ABSTAIN: ABSENT: 03-03-2015 S4 Planning Commission Resolution No. ###### Page 3 of 3 BY: Kory Kramer, Chairman BY: Peter Koetting, Secretary 03-03-2015 3I5 V� Q� `-� �,P �� P ,`�O �� 3C Attachment No. PC 3 Site Photos 37 V� Q� `-� �,P �� P ,`�O �� 3g i m View of subject property parking area facing south along Dover Drive. View of subject property facing south toward adjacent residences. 4 y. View of subject property facing southwest toward adjacent residences. View of subject property facing west toward adjacent office dev4ment. ' A ' i Attachment No. PC 4 Materials Board and Project Renderings 41 V� Q� `-� �,P �� P ,`�O �� 0 e , o ! ; 1 OS! I 8 C t � 1 E n I E 'Y > 8 1��i lli'V1111? !p ai��1iilti ilatl� r A•te #' ` o- ♦ %=moo®®�®++O � 1Y .. r i' fi � oopop0000 ; E _ � � _ yy, � 1 � � � --� - +. - - ,i � . � !! I,., � * J :'� �: J• ` J ; � ` i �' `` � �� l y /�� Attachment No. PC 5 CEQA Exemption Determination -47 V� Q� `-� �,P �� P ,`�O �� g Exemption Determination Environmental Nature Center Preschool 745 Dover Drive Newport Beach, CA CEQA Section 15332. In-Fill Development Proiects Class 32 exemptions for in-fill development projects are required to meet the following conditions: (a) The project is consistent with the applicable general plan designation and all applicable general plan policies as well as with applicable zoning designation and regulations. The General Plan Land Use Element designates the site as CO-G (General Commercial, Office), which is intended to provide for administrative, professional, and medical offices with limited accessory retail and service uses. Hotels, motels, and convalescent hospitals are not permitted. Development of the site will be consistent with General Plan policies as indicated below. The proposed preschool/general day cay care development is consistent with the 0.5 FAR for the subject property. Land Use Policies Policy LU2.1 Resident-Serving Land Uses. Accommodate uses that support the needs of Newport Beach's residents including housing, retail, services, employment, recreation, education, culture, entertainment, civic engagement, and social and spiritual activity that are in balance with community natural resources and open spaces. Policy LU2.2 Sustainable and Complete Community. Emphasize the development of uses that enable Newport Beach to continue as a self-sustaining community and minimize the need for residents to travel outside of the community for retail, goods and services, and employment. Policy LU 2.8 Adequate Infrastructure. Accommodate the types, densities, and mix of land uses that can be adequately supported by transportation and utility infrastructure (water, sewer, storm drainage, energy, and so on) and public services (schools, parks, libraries, seniors, youth, police, fire, and so on). Policy LU3.2 Growth and Change. Enhance existing neighborhoods, districts and corridors, allowing for re-use and infill with uses that are complementary in type, form, scale, and character. Changes in use 49 and/or density/intensity should be considered only in those areas that are economically underperforming, are necessary to accommodate Newport Beach's share of projected regional population growth, improve the relationship and reduce commuting distance between home and jobs, or enhance the values that distinguish Newport Beach as a special place to live for its residents. The scale of growth and new development shall be coordinated with the provision of adequate infrastructure and public services, including standards for acceptable traffic level of service. Policy LU 4.1 Land Use Diagram. Accommodate land use development consistent with the Land Use Plan. Figure LU1 depicts the general distribution of uses throughout the City and Figure LU2 through Figure LU15 depict specific use categories for each parcel within defined Statistical Areas. Table LU1 (Land Use Plan Categories) specifies the primary land use categories, types of uses, and, for certain categories, the densities/intensities to be permitted. The permitted densities/intensities or amount of development for land use categories for which this is not included in Table LU1, are specified on the Land Use Plan, Figure LU4 through Figure LU15. These are intended to convey maximum and, in some cases, minimums that may be permitted on any parcel within the designation or as otherwise specified by Table LU2 (Anomaly Locations). The preschool use is intended to serve local residents and will provide an educational service use to the community. The project is pursuing LEED platinum certification and upholds the principals of creating a self-sustaining community. The use complements the existing type and character of the nearby development, which includes a variety of commercial and residential development. As further discussed in part (e) of this analysis, 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 proposed development. The project (i.e., preschool) represents "in fill' development that can be served by the existing infrastructure. The subject property is located within the Office General (OG), which is intended to provide for areas appropriate for administrative, professional, and medical offices with limited accessory retail and service uses. Pursuant to Section 20.20.020 (Commercial Zoning Districts Land Uses and Permit Requirements), day care general uses are a principal permitted use subject to the approval of a minor use permit. Project Design Policies Policy 5.2.1 Architecture and Site Design. Require that new development within existing commercial districts and corridors complement existing uses and exhibit a high level of architectural and site design in consideration of the following principals: 50 • Seamless connections and transitions with existing buildings, except where developed as a free-standing building, • modulation of building masses, elevations and rooflines to promote visual interest, • architectural treatment of all building elevations, including ancillary facilities such as storage, truck loading and unloading, and trash enclosures, • treatment of the ground floor of buildings to promote pedestrian activity by avoiding long continuous blank walls, incorporating extensive glazing for transparency, and modulating and articulating elevations to promote visual interest, • clear identification of storefront entries, • incorporation of signage that is integrated with the buildings' architectural character, • architectural treatment of parking structures consistent with commercial buildings, including the incorporation of retail in the ground floors where the parking structure faces a public street or pedestrian way, • extensive on-site landscaping, including mature vegetation to provide a tree canopy to provide shade for customers, • incorporation of plazas and expanded sidewalks to accommodate pedestrian, outdoor dining, and other activities, • clearly delineated pedestrian connections between business areas, parking, and to adjoining neighborhoods and districts (paving treatment, landscape, wayfinding signage, and so on), • integration of building design and site planning elements that reduce the consumption of water, energy, and other renewable resources. The proposed development includes a 6,498-square-foot preschool facility with three classrooms and administrative offices separated by a covered corridor, a 25-space surface parking lot, and landscaped areas. The building provides an inverted roofline with insets to provide modulation at the entry along the street frontage. The building will be constructed with high quality wood and glass materials and the project is seeking LEED Platinum certification, which is intended to reduce water consumption and energy use, with a conscious use of renewable resources. The green building and sustainability objective of the applicant, the Environmental Nature Center, integrates the building design with the natural environment and makes full use of landscaping on the site by providing varied habitat regions throughout the outdoor play areas for children. The parking area is easily accessible from Dover Drive and accommodates staff parking and child drop-off and pick-up. Appropriate pedestrian connections are provided along Dover Drive and into the preschool from the adjacent surface parking area. 51 Neighborhood Compatibility Policies Policy LU5.2.2 Buffering Residential Areas. Require that commercial uses adjoining residential neighborhoods be designed to be compatible and minimize impacts through such techniques as: • Incorporation of landscape, decorative walls, enclosed trash containers, downward focused lighting fixtures, and/or comparable buffering elements; • Attractive architectural treatment of elevations facing the residential neighborhood; • Location of automobile and truck access to prevent impacts on neighborhood traffic and privacy. Policy LU6.16.5 Compatibility of Business Operations with Adjoining Residential Neighborhoods. Work with local businesses to ensure that retail, office, and other uses do not adversely impact adjoining residential neighborhoods. This may include strategies addressing hours of operation, employee loitering, trash pickup, truck delivery hours, customer arrivals and departures, and other activities. Policy LU6.16.6 Design Compatibility with Adjoining Residential Neighborhoods. Require that building elevations facing adjoining residential units be designed to convey a high-quality character and ensure privacy of the residents, and that properties be developed to mitigate to the maximum extend feasible impacts of lighting, noise, odor, trash storage, truck deliveries, and other business related activities. Building elevations shall be architecturally treated and walls, if used as buffers, shall be well-designed and landscaped to reflect the areas residential village character. The proposed project incorporates a variety of features to ensure neighborhood compatibility, including a 6-foot high trex fence system located at the southerly property line adjacent to the residential properties to reduce sound from children playing. A 14- foot wide access drive is located on the project site adjacent to the fence and defines the southerly boundary of the outdoor play areas for the preschool to further buffer the noise source of children at play from the nearby residences. An enclosed trash enclosure is located along the southerly portion of the site to minimize odors and noise to the nearby properties. The preschool operation will provide staggered pick-up and drop-off times for children in order to manage circulation and parking demands within the proposed parking lot. Adequate setbacks are incorporated into the project design to ensure that the preschool will be compatible with the adjoining residential properties. A 26-foot setback is provided between the nearest residences to the administrative buildings and a much wider separation (greater than 30 feet) is provided between the classroom/assembly buildings and the nearest residential properties to the south. 52 (b) The proposed development occurs within city limits on a project site of no more than five acres substantially surrounded by urban uses. The combined project site is within the Newport Beach city limits, and consists of 54,348 square feet or 1.25-acres of land area. While the project site is bounded on the west by the existing Environmental Nature Center facility, it is surrounded by commercial office, gym, and medical office uses to the north, residential uses to the south of the site, and private institutional uses (a church) and Castaways Park to the east across Dover Drive. (c) The project site has no value, as habitat for endangered, rare or threatened species. The subject property is vacant and has no native vegetation and/or habitat. The site was previously developed with a convalescent home and a disturbed children's care facility before the building was demolished in 2007. There is no potential for special-status plants or animals to exist on the vacant lot. The project would not encroach into any jurisdictional waters or areas that support native and/or sensitive habitat. The property does not provide any wetland area and fully complies with current City policy (Coastal Land Use Policy 4.2.2.3). Thus, there would be no significant indirect impacts to wetland ESHA associated with the project. For these reasons, the project site has no value as habitat for endangered, rare or threatened species. Given the urban character of the surrounding area, no significant impacts to biological resources would occur. (d)Approval of the project would not result in any significant effects relating to traffic, noise, air quality, or water quality. A traffic study, titled "Traffic Impact Analysis ENC Preschool Project City of Newport Beach"dated July 28, 2015, (Provided as Exhibit A) was prepared by DKS Associates under the supervision of the City Traffic Engineer pursuant to the Traffic Phasing Ordinance (TPO) and its implementing guidelines. The Traffic Study concluded that the project generated trips would not result in a significant traffic impact. Construction of the project is anticipated to be completed in 2017. The project is expected to generate 315 new trips on a typical weekday, with 57 morning peak hour trips and 58 evening peak hour trips. The Traffic Study indicates that the project will neither cause nor make worse an unsatisfactory level of service at any impacted primary intersection, and all intersections studied are forecasted to continue to operate at acceptable Levels of Service. As such, the project-related traffic would not cause or contribute to an unacceptable level of service with the circulation network adjacent to the project site. The project will provide adequate, convenient parking for staff and children drop-off based upon the review of the City's Traffic Engineer. Approval of the project would not result in any significant effect related to traffic or circulation. An acoustical report prepared October 1, 2015, together with a memorandum prepared October 29, 2015, (Exhibit B) confirms that sound levels will remain in compliance with the noise standards of the Municipal Code. The sample sound measurements determined the sound levels of 20 children in a recess/free play setting to be 68.6 53 db(A)' Lege and 80.2 dB (A) Lmax3 at a distance of 15 feet. The acoustical report incorporates distance loss into the analysis and determines that the maximum sound source receptor levels result in a noise level of 55 dB(A) Leq and 67 dB(A) Lmax at the residential properties. With appropriate noise control measures incorporated into the design of the proposed project (e.g., limitations on number of children at play in the outdoor play areas, a 14-foot noise buffer, and 6-foot high trex screen wall), no significant noise impacts will occur and the interior noise levels would comply with the City's exterior noise standard of 55 dBA Leq and 75 dBA Lmax. Additionally, the proposed project will comply with all applicable provisions of the City's Noise Ordinance, which allows for construction between specific hours as set forth in Chapter 10.28 of the NBMC. The primary source of noise impacting the project site is the traffic generated on Dover Drive. It is estimated that future traffic noise exposure will be approximately 70 dB in the site's proposed parking lot abutting Dover Drive. The acoustical report denotes that the current ambient noise level at the children's play area is 55.4 db(A) and the proposed preschool building will serve as a buffer from Dover Drive to diminish traffic noise for children at play. The project must also be consistent with the City's interior noise standards established in the General Plan Noise Element, including Policy N1.1, N1.2, and N1.5. Neither short-term nor long-term air pollutant emissions will exceed significance thresholds established by the SCAQMD4. Nonetheless, the proposed project is required to comply with applicable SCAQMD regulations. Therefore, approval of the project would not result in any significant effects relating to air quality. A preliminary Water Quality Management Plan (Exhibit C) has been reviewed and approved by the City of Newport Beach and implementation of the proposed project would not result in potentially significant impacts to the drainage patterns on-site. Project storm water must comply with all applicable Municipal Separate Storm Systems (MS4) requirements to ensure that impacts to surface and ground water quality do not occur. Water quality objectives will be achieved through the incorporation of Best Management Practices (BMPs) identified in the preliminary Water Quality Management Plan (Exhibit C) during construction and post-project implementation. Project implementation will not change the general drainage pattern of the project site. Current on-site drainage patterns consist of surface flow across the site and into existing grate inlets at the southwest and southeast corners of the site. Storm runoff from the neighboring residential development slope collected along the property line also discharges into these two grate inlets. Runoff eventually discharges into two separate OCFCD 54-inch storm drain pipes and connects to the City storm drain main in Dover Drive. Under the proposed project, hardscape, parking lot runoff, and runoff from landscape and play areas will be collected in proposed bioretention areas prior to discharge into the underground storm drain system connecting to the existing southeast ' dB(A)Weights a sound spectrum relative to the sensitivity of the human ear. Z Leq Steady-state"average"sound level over a stated time period(15 minute time period per the NBMC). 'Lmax The maximum or peak sound level measured during the measurement period. a hqp://www.agmd.gov/docs/default-source/ceqa/handbook/scaqmd-air-quality-significance-thresholds.pdPsfvrsn=2 5 and southwest grate inlets. Approval of the project would not result in any significant effect related to water quality. Furthermore, the existing drainage facilities have adequate capacity to accommodate the increase in surface runoff generated by the proposed project based upon the review by the project's engineer. (e) The site can be adequately served by all required utilities and public services. All required utilities, including sewer, water, energy, telephone, etc., exist within the project site. A domestic water service and meter and fire water service and meter are located toward the northern property line along Dover Drive. A recently installed sewer line is located within an easement along the southern property line. The southern portion of the site provides drainage and utility access via several easements (sewer, storm drain, utilities, telephone, and Southern California Edison) and the new project will maintain access to these easements and utility infrastructure. A water/waste water calculation has been prepared for the proposed development (Exhibit D). Project implementation is estimated to utilize less water and waste water than the prior convalescent and care facility uses that occupied the property prior to 2007. Development of a preschool on the vacant lot, which does not generate water or waste water demand, is estimated to result in an increase of 1,260 GPD of waste water generation and 3,732 GPD of water demand. No backbone facilities (i.e., master- planned roads and/or utilities) will be required to accommodate the proposed project. The nearest fire station is less than one (1) mile north of the project site at Irvine Avenue and Dover Drive. Furthermore, all of the public services, including police and fire protection, schools and parks and recreation, etc., are adequate to accommodate the proposed project. Thus, the site can be adequately served by all required utilities and public services. Determination CEQA Class 32 consists of projects characterized as in-fill development meeting the conditions described above. The proposed project consists of the development of a new preschool/general day care with required off-street parking and is consistent with the City's General Plan land use designation (General Commercial Office) and zoning designations (Office General) as it provides a resident-serving service use in close proximity to nearby residences and nonresidential uses in the area. There is no reasonable probability that the proposed project will have a significant effect on the environment due to unusual circumstances, nor will the project result in any short-term or long-term impacts that were not previously considered in the Newport Beach General Plan and General Plan EIR. As described above, implementation of the proposed project will not result in any adverse effects on sensitive biological resources, traffic, air quality, noise or water quality. Therefore, the proposed project meets all of the conditions described above for in-fill development and qualifies for a Class 32 exemption. 55 Exhibit A Traffic Study (Refer to Attachment No. 6 of the Planning Commission Staff Report) 150 Exhibit B Acoustical Study (Refer to Attachment No. 7 of the Planning Commission Staff Report) Exhibit C Preliminary Water Quality Management Plan 5g BAGAHI ENGINEERING INC. GEOTECHNICS & FOUNDATIONS 21 CHICORY WAY IRVINE, CA 92612 TEL(949)679-7650 •FAX(949)679-7656 TRANSMITTAL To: City of Newport Beach Date: 12_2- Attention: Permit Technician Subject: Fees for Services: 9� . TASK: �' `+c !°/ G� A�/ P/C Number: A ZQ / �-- O 7;2 Address: a Remarks: City transmittal letter.doc Conceptual Water Quality Management Plan (WQMP) A Priority Project Project Name: Environmental Nature Center Preschool 745 Dover Drive Newport Beach, CA 92663 Prepared for: Environmental Nature Center 160116 th Street Newport Beach, CA 92663 949-645-8489 Prepared by: LPA, Inc. Engineer: Kathereen Shinkai, PE Registration No.68369 21 � 5161 California Avenue, Suite 100 Irvine, CA 92617 949-261-1001 ry G 2 w December 11, 2015 z ^❑❑ "S 9 OF ESSIpN M. S,yi �2 K/ R.C.E. 68369 -- 'x EXP. 9-30-17 �3 qry ❑ U Vy r9n O CJ N U > d 0 'U to � 2 _ Water Quality Management Plan(WQMP) Environmental Nature Center Preschool Project Owner's Certification Permit/Application No. Grading Permit No. -- Lot 3 of Tract/Parcel Map No. LLA 2009-010 Building Permit No. CUP,SUP,and/or APN(Specify Lot Numbers if Portions of Tract) APN 117-$11-03 This Water Quality Management Plan(WQMP)has been prepared for Environmental Nature Center by LPA,Inc.. The WQMP is intended to comply with the requirements of the local NPDES Stormwater Program requiring the preparation of the plan. The undersigned,while it owns the subject property,is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the current Orange County Drainage Area Management Plan(DAMP) and the intent of the non-point source NPDES Permit for Waste Discharge Requirements for the County of Orange,Orange County Flood Control District and the incorporated Cities of Orange County within the Santa Ana Region. Once the undersigned transfers its interest in the property,its successors-in-interest shall bear the aforementioned responsibility to implement and amend the WQMP. An appropriate number of approved and signed copies of this document shall be available on the subject site in perpetuity. Owner: Be Glover Title Executive Director Company Environmental Nature Center Address 160116f Street,Newport Beach,CA 92663 Email Bo@encenter.org Telephone# 949.645-M9 SignatureDate Errorl Reference source not found. Owner's Certification Water Quality Management Plan(WQMP) Environmental Nature Center Preschool Contents Page No. Section I Discretionary Permit(s) and Water Quality Conditions.....................................3 SectionII Project Description..........................................................................................4 Section III Site Description ...........................................................................................10 Section IV Best Management Practices (BMPs).............................................................12 Section V Inspection/Maintenance Responsibility for BMPs..........................................24 Section VI Site Plan and Drainage Plan .........................................................................26 Section VII Educational Materials..................................................................................27 Attachments Attachment A. .....................................................................BMP Calculations and Details Attachment B. ...............................................Inspection and Maintenance Responsibility Attachment C. .................................................................................Educational Materials Error! Reference source not found. Owner's Certification Water Quality Management Plan (WQMP) Environmental Nature Center Preschool Section I Discretionary Permit(s) and Water Quality Conditions 12 .M.R N ma 11, -, —Lot3 of LLA 2009 Permit/Application No. Tract/Parcel Map No. I 010 Additional Information/ 1 The City of Newport Beach is the approving agency for this site. Comments: Vllater —7777, Quality Gond�tons Water Quality No formal Conditions of Approval has been issued at the time. Conditions (list verbatim) 7=,1,77777- 77,77, Watershed Plan Conditions 'The -w Provide applicable 'TheNewport Bay Watershed Infiltration and Hydromodification 1conditions from watershed- Management Plan(WHIMP)has not been prepared at this time. based plans including WIHMPs and TMDLS. Applicable TMDLs are listed in Section 111-3. 1 Error! Reference Source not found. Section I WQMP.docx Page 3 Water Quality Management Plan (WQMP) Environmental Nature Center Preschool Section Il Project Description I1.1 Project Description ""T ... .... g cri p, idin ProJectt 2 Development Category Preschool (Verbatim from WQMP)- ........................................... .............. ........................................................ .............................. .................... Project Area(SF):54,386 SF I Number of Dwelling Units: N/A SIC Code: 8211 ................ ................................. ........................................ ................................. .............................. .................... The project site is located at 745 Dover Drive in Newport Beach, California. The project site is currently vacant. It is bounded by Dover Drive to the east,Environmental Nature Center to the west, a commercial development to the north and a residential development to the south. The proposed project will consist of two single-story buildings, play areas,landscape areas and a parking lot of 25 parking stalls that includes one accessible parking stall. Narrative Project 2 The proposed project does not include food preparation,cooking and Description: eating area. The proposed project does not have delivery areas and loading docks. The proposed project does not have an outdoor materials storage area. Activities routinely conducted outdoor will be students playing at the play areas during normal school hours. There are no activities associated with equipment or vehicle maintenance and repair,including washing or cleaning. Project site is not used for residential purposes. ................................................: ............................... ................................................................ ........................... Pervious Impervious :................................v............................ ............................... ......................... Project Area Area Area Percentage Percentage (acres or sq ft) (acres or sq ft) .................................................. ................................ .............................................................. ....................I....... Pre-Project Conditions 44,186 SF 81% 10,200 Sr, 19% .................................I........ ...... ......................... ............ .......... .................................. ............................ Post-Project Conditions 19,695 SF 36% 34,691 SF 64% .............................I....... ............ ................................ ............................. ....... .......................... ............................ Drainage Existing site topography can be characterized as relative flat sloping Patterns/Connections from north to south. There is about a 4 feet drop in elevation from 60 feet to 56 feet at the shared driveway at the northeast corner. The rest of Errorl Reference source not found. Section III WQMP.docx Page 4 Water Quality Management Plan (WQMP) - Environmental Nature Center Preschool E the site ranges from approximately 56 feet on the north to pP Y approximately 55 feet along the western portion. Portion of the existing site adjacent to Dover Drive is concrete paved. Current onsite drainage patterns consist of surface flow across the site E and into existing grate inlets at the southwest and southeast corners of the site. Storm runoff from the neighboring residential development slope collected along the property line also discharges into these two grate inlets. Runoff eventually discharges into two separate OCFCD e 54-inch storm drain pipes and connect to the city storm drain main in c Dover Drive. Runoff from the adjacent commercial site is collected in a concrete v- gutter and discharged into an existing grate inlet located at the end of the v-gutter on the project site.Runoff is discharged via an 8-inch pipe c to the southeast grate inlet that connects to the OCFCD 54-inch pipe. Errorl Reference source not found. Section III WQMP.docx Page 5 Water Quality Management Plan (WQMP) Environmental Nature Center Preschool H.2 Potential Stormwater Pollutants "P llkfthftOf-Cd' t h Circle One: E=Expected to Pollutant be of concern Additional Information and Comments N=Not Expected to be of concern Suspended-Solid/ Sediment E N Nutrientsd N -- Heavy Metals N .......................... Pathogens (Bacteria/Virus) N Pesticides N - -----------.. ...... .............------ Oil and Grease N .... .----- _ .- ........ Toxic Organic Compounds 11L) N Trash and Debris O N Error[Reference source not found. Section III WQMP.docx Page 6 Water Quality Management Plan (WQMP) Environmental Nature Center Preschool II.3 Hydrologic Conditions of Concern ® No-Show map ❑Yes-Describe applicable hydrologic conditions of concern below. Refer to Section 2.2.3 in the TGD. .. .. ZZ w HH(U 1bnE- 1 ...- --------- -3d Error! Reference source not found. Section III WQMP.docx Page 7 07 Water Quality Management Plan (WQMP) Environmental Nature Center Preschool II.4 Post Development Drainage Characteristics Hardscape and parking lot runoff surface flow across the decorative pavers in the parking lot area into the bioretention planters along the Dover Drive frontage for water quality treatment. Treated flow will be discharged via an 8-inch pipe into the existing grate inlet at the southeast corner connecting to an existing 54-inch OCPCD storm drain pipe. Runoff from the landscape and play area in the back will be collected in bioretention areas prior to discharge into the underground storm drain system connecting to the existing southwest grate inlet. It should be noted that building roof drains location and site grading design has not yet been finalized at this time. However, all site runoff is anticipated to be directed to bioretention areas for water quality treatment prior to discharge to the underground storm drain system. Runoff from the adjacent commercial site collected in a concrete v-gutter will be discharged into a proposed grate inlet located at the end of the new v-gutter at the property Pune. It will be conveyed via an 8-inch pipe to the southeast grate inlet that connects to the OCFCD 54-inch pipe. Runoff from the neighboring residential development slope will be collected in a concrete v-gutter located at the bottom of the slope along the property line and directed into the two existing grate inlets. II.5 Property Ownership/Management This WQMP is the responsibility of. the Environmental Nature Center to maintain and oversee. All required inspections and maintenance will be performed and documented by the owner and/ or their appointed maintenance contractor(s). Errorl Reference source not found. Section III WQMP.docx Pa9ft Water quality Management Plan (WQMP) Environmental Nature Center Preschool Section III Site Description III.f Physical Setting Planning Area/ N/A Community Name s 745 Dover Drive Location/Address Newport.Beach, CA Land Use General Commercial Office (CO-G) Zonm g Office General (OG) Acreage 1.25 ac Predominant Soil Type Type D (OCTGD Figure XVI-2a) 111.2 Site Characteristics Precipitation Zone Between 0.65" and 0.7" from the OCTGD Figure XVI-1 Rainfall Zones . .._,.,...._,.. Existing site topography can be characterized as relative flat sloping from north to south. There is about a 4 feet drop in elevation from 60 feet to 56 feet at the shared driveway at the northeast corner. The rest Topography of the site ranges from approximately 56 feet on the north to approximately 55 feet along the western portion. Hardscape and parking lot runoff surface flow across the decorative pavers in the parking lot area into the bioretention planters along the Drainage Dover Drive frontage for water quality treatment. Treated flow will Patterns/Connections j be discharged via an 8-inch pipe into the existing grate inlet at the southeast corner connecting to an existing 54-inch OCFCD storm. drain pipe. Runoff from the landscape and play area in the back will be collected in Errorl Reference source not found. Section III WQMP.docx Pace 9� Water Quality Management Plan (WQMP) Environmental Nature Center Preschool ------ ___._.._. .__ bioretention areas prior to discharge into the underground storm drain system connecting to the existing southwest grate inlet. It should be rioted that building roof drains location and site grading design has not yet been finalized at this time. However, all site runoff is anticipated to be directed to bioretention areas for water quality treatment prior to discharge to the underground storm drain system. 1 Runoff from the adjacent commercial site collected in a concrete v- gutter will be discharged into a proposed grate iidet located at the 3 end of the new v-gutter at the property line. It will be conveyed via an 8-inch pipe to the southeast grate inlet that connects to the OCFCD 54-inch pipe. Runoff from the neighboring residential development slope will be collected in a concrete v-gutter located at the bottom of the slope along the property line and directed into the two existing grate inlets. ..... .............. ........... The site is underlain by undocumented artificial fill and old paralic terrace deposits underlain by sediments of Tertiary-aged Capistrano Formation bedrock. The depth of artificial fill is approximately 4 feet per the soils report. Soil Type, Geology, and Infiltration Propel-ties The project site has soil types classified as primarily Type D soils per OCTCD Figure XVI-2a.Groundwater is encountered at 10 feet below existing grade. The site is not feasible for infiltration because of the existing 4 feet of artificial.fill. Errorl Reference source not found. Section III WQMP.docx Page-40 Water Quality Management Plan (WQMP) Environmental Nature Center Preschool - Site Characteristics (continued) --�__.. ._. . ..... ----------- Groundwater was encountered at 10 feet below ground surface during drilling.Groundwater was observed at 8 feet below ground Hydrogeologic surface in an open excavation at the southeast corner of the site. (Groundwater) Conditions Refer to Worksheet I for groundwater-related feasibility in Attachment A. Geotechnical Conditions The site is not feasible for infiltration because of the existing 4 feet of (relevant to infiltration) artificial fill. Off-Site Drainage There is no offsite drainage entering the site. No changes will be made to the existing offsite drainage patterns by this project. The existing grate inlet at the southwest corner ties to an existing 54- inch OCFCD storm drain system with a treatment unit downstream. The existing grate inlet at the southeast corner ties to another existing 54-inch OCFCD storm drain system.There are also two existing grate inlets that capture the runoff from the adjacent commercial site, Pipe Utility and Infrastructure size ranges from 6 to 8-inch. These pipes are tied to the existing Information southeast grate inlet. New PVC pipes will be installed to connect the bioretention planters to the existing southeast grate inlet. New PVC pipes will be installed to connect small grate inlet at the landscape area in the back to the existing southwest grate inlet. Error! Reference source not found. Section III WQMP.docx pa9e�p1 Water Quality Management Plan (WQMP) Environmental Nature Center Preschool III.3 Watershed Description [[Environmentally ng Waters Lower Newport Bay Listed Impairments Chlordane, Copper,DDT, Indicator Bacteria,Nutrients, PCBs, f Pesticides, Sediment Toxicity ., , .,..able TMDLs Metals Nutrients,Pathogens,Pesticides/Priority Organics, Siltation nts o£Concern for Copper,Indicator Bacteria,Nutrients,Pesticides, Suspended Soils, ject Pathogens, O.il and Grease,Trash and Debris mentally Sensitiveecial BiologicalLower Newport Bay ant Areas Error! Reference source not found. Section III WQMP.docx Page-42� Water Quality Management Plan(WQMP) Environmental Nature Center Preschool Section IV Best Management Practices (BMPs) IV. 1 Project Performance Criteria (NOC Pennit.Area only)Is there an approved WIHNIP or equivalent for the project area that includes more stringent LID feasibility YES❑ NO criteria or if there are opportunities identified for implementing LID on regional or sub-regional.basis? If yes,describe WIHNW feasibility criteria or regional/sub-regional LID Not Applicable opportunities. Error! Reference source not found. Section N WQMP.docx Page 13 Water Quality Management Plan (WQMP) Environmental Nature Center Preschool Project Performance Cri-teria"�(continued) If HCOC exists, list applicable hydromodification There are no Hydrologic Conditions of Concern for this site as based on the control Orange County Technical Guidance Document Map XVI-3b.HCOC does not performance exist because downstream system is either concrete lined or piped. criteria(Section 7.II-2.4.2.2 in MWQMP) List applicable LID performance criteria (Section 1. Biotreatment 7.1I-2.4.3 from MWQMP) ___... ...._.e...__....................................................................... _— - List applicable treatment control 1. BIO-1: Bioretention with Underdrains BMP performance criteria (Section 7.II-3.2.2 from MWQMP) _ ._.._-._.._..._.__.._._......._........_..__,_...._...........-...-_-------- - 1.. Bioretention with Underdrains DCV d=0.7 in Fig. XVI-1 Calculate LID imp=0.64=> C=0.75*0.64+0.15=0.63 design storm Area=1.25 ac capture volume DCV=C*d*A*43560/12 for Project. =(0,63)(0.7)(1.25)(43560)/12 =2,001 CF Errorl Reference source not found. Section IV WQMP.docx Page 14 Water Quality Management Plan(WQMP) Environmental Nature Center Preschool IV.2. SITE DESIGN AND DRAINAGE PLAN Site Design BMPs Minimize Impervious Area:Landscape area is maximized wherever feasible to improve permeability for this project. Maximize natural infiltration:Landscape area is maximized wherever feasible to improve permeability for this project. Disconnect Impervious Area: Runoff form the walkway is routed to adjacent landscape areas before entering the underground storm.drain system. Protect existing vegetation and sensitive areas:Existing.landscaping on the slope behind the retaining wall is to remain. Re-vegetate disturbed areas: Landscape area is maximized wherever feasible for this project. Low Impact Design(LID) BMPs will be utilized to treat storm water runoff where feasible.The proposed site will utilize Bioretention with Underdmains (BA]-1) and stormwater planter box to treat on-site drainage. Bioretention is a soil and plant-based filtration device that removes pollutants. It typically consists of a ponding area, a mulch layer,planting soil and plants.The advantages of bioretention include providing shade, absorbing noise,improving landscaped areas and enhancing the quality of downstream water bodies by temporarily storing runoff in the BMP and releasing it over a period of time. A typical section of the bioretention planter consists of 3" mulch,24" minimum of loamy sand soil, and 6" of wash gravel placed below,to the top and sides of a perforated underdrain pipe. It will be contained by either an impermeable liner or a concrete structure to prevent infiltration.The underdrain system routes the treated runoff to the onsite storm drain pipes. The location of the proposed BMP5 can be referenced in the WQMP Exhibit. Error!Reference source not found. Section IV WQMP.docx Page 15 Water Quality Management Plan (WQMP) Environmental Nature Center Preschool IV.3 LID BMP SELECTION AND PROTECT CONFORMANCE ANALYSIS IV.3.1 Hydrologic Source Controls Not Applicable Name Included? Localized on-lot infiltration ❑ Impervious area dispersion(e.g.roof top El Street trees(canopy interception) ❑ - Residential rain barrels(not actively managed) ❑ Green roofs/Brown roofs ❑ _ Blue roofs ❑ Impervious area reduction(e.g.permeable ❑ pavers,site design) - Other: ❑ Other: ❑ Other: ❑ Oti.er: ❑ Other: ❑ Other: Other: ❑ Other: ❑ Error! Reference source not found. Section IV WQMP.docx Page 16 Water Quality Management Plan(WQMP) Environmental Nature Center Preschool IV.3.2 Infiltration BMPs Name Included? Bioretention without underdrains ❑ Rain gardens ❑ Porous landscaping ❑ Infiltration planters ❑ Retention swales ❑ Infiltration trenches ❑ Infiltration basins ❑ Drywells ❑ Subsurface infiltration galleries ❑ French drains ❑ Permeable asphalt p Permeable concrete ❑ LPermeableete pavers ❑❑❑ Not Applicable Error! Reference source not found. Section IV WQMP.docx Page 17 Water Quality Management Plan(WQMP) Environmental Nature Center Preschool IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs Name Included? All HSGs;See Section 1V.3.1 ❑ Surface-based infiltration BMPs ❑ Biotreatment TIMPs ❑ Above-ground cisterns and basins ❑ Underground detention ❑ Other: ❑ Other: ❑ Other: ❑ Not:Ceasible.-See Worksheet J in Attachment A. Lmmmm�- I Errorl Reference source not found. Section IV WQMP.docx Page 18 �g Water Quality Management Plan (WQMP) Environmental Nature Center Preschool IV.3.4 Biotreatment BMPs Name Included? Bioretention with under drains Stormwater planter boxes with underdrains Pain gardens with underdrains ❑ Constructed wetlands ❑ Vegetated swales ❑ _ Vegetated filter strips ❑ Proprietary vegetated biotreatment systems ❑ Wet extended detention basin ❑ Dry extended detention basins ❑ Other: ❑ Other: ❑ See Attachment A for calculations. Error!Reference source not found. Section IV WQMP.docx Page 19 q �Q Water Quality Management Plan(WQMP) Environmental Nature Center Preschool IV.3.5 Hydromodification Control BMPs Not Applicable BMP Name BMP Description IV.3.6 Regional/Sub-Regional LID BMPs eg .;,,R.,, i0041/Sub Regional LID BMPs Not Applicable Error!Reference source not found. Section IV WQMP,docx Page 20 Water Quality Management Plan (WQMP) Environmental Nature Center Preschool XV.3.7 Treatment Control BMPs Not Applicable A'. LIP -P BMP Name BMP Description Error! Reference source not found. Section IV WQMP.docx Page 21 Water Quality Management Plan(WQMP) Environmental Nature Center Preschool IV.3.8 Non-structural Source Control BMPs Non;St ourcetib"' Check One Identifier Name If not applicable,state brief Included Not reason Applicable NI Education for Property Owners, Tenants and Occupants .......N2..... A.ctiv.......i t y.Restrictions. . . . ........................... ........0....... ......1.0........ ...............I......I.....................I. ......................................................................................... ..................... ..................I........................... N3 Common Area Landscape Management ED El ............................................................................. ................. ........I............ . .......................I................. N4 BMP Maintenance 0 F1 ................... ...I.................................................. .......... ..................... ......................I........ ........... N5 Title 22 CCR Compliance(How No hazardous waste associated development will comply) with this project, ................... .............. ......................................... .......... ......... ....... ................. ................. N6 Local Industrial Permit Compliance E] industrial use. ................... .......... ......... ................................... .............. . ............... .......................................... N70 0 No hazardous liquids to be Spill Contingency Plan stored on-site. ................... ..............................'................... ................. ..................... ............_............................... NS Underground Storage Tank El 0 No underground storage tanks Compliance located on-site. ................... ....I................................................... ................. .............I....... ........I........I.....-..................... N9 Hazardous Materials DisclosureEl 9 No hazardous materials located Compliance oil-site. ..............I.... ......................................... .......... ................. ..................... ............. ...............11......... NI01:1 0 No hazardous materials Uniform Fire Code Implementation associated with this project. ...... .. .. Common Area Litter Control ID E❑I ............ ...................................................... . ................. ...............11,... .........................I.................... N12 Employee Training ID 1:1 ................... ........................................................ ................. ..................... .................................. ........... N13 Housekeeping of Loading Docks 0 G] No loading docks on-site. ................... ........................................................ ................. ..................... ............................................. M14 Common Area Catch Basin Inspection E El ................... ......................................... ....... ...... ................. ................... . ... ............................ ........ N15 Street Sweeping Private.Streets and Parking Lots 0 1-1 .............................. ..................... ..*................*.......................... N16 No retail gasoline outlets a Rcf1:1 N Gasoline Outlets ❑ located on-site. Errorl Reference source not found. Section IV WQMP,docx Page 22 Water Quality Management Plan(WQMP) Environmental Nature Center Preschool TV.3.9 Structural Source Control BMPs Check One Identifier Name - If not applicable,state brief Included Not reason Applicable 51 Provide storm drain system stenciling Eland signage El Design and construct outdoor material There are no outdoor storage S2 Storage areas to reduce pollution El introduction locations on-site. Design and construct trash and waste 53 storage areas to reduce pollution introduction Use efficient irrigation systems& FA landscape design,water conservation, smart controllers,and source control S5 Protect slopes and channels and El0 There are no significant slopes or provide energy dissipation velocities on-site. Incorporate requirements applicable to individual priority project categories z ❑ (from SDRWQCB NPDES Permit) S6 Dock areas El Z There are no dock areas on-site. There are no maintenance bays 57 Maintenance bays on-site. 58 Vehicle wash areas There are no vehicle wash areas on-site. $9 Outdoor processing areas ❑ There are no outdoor processing areas on-site. SIO Equipment wash areas ❑ There are no equipment wash areas on-site. S11 Fueling areas ore are no fueling areas on-site. There are no significant hillsides S12 Hillside landscaping EJ 0 oil-site. S13 Wash water control for foodThere are no food preparation preparation areas El 0 areas oil-site. S14 Community car wash racks El There are no community wash racks on-site. Errorl Reference source not found. Section IV WQMP.docx Page 23 Water Quality Management Plan(WQMP) Environmental Nature Center Preschool IV.4 ALTERNATIVE COMPLIANCE PLAN (IF APPLICABLE) IV.4.1 Water Quality Credits Description S f Proposed JK ec Project Types that Qualify for Water Quality Credits (Select all that apply): ----------------- ----------............... '-Mie-je'veTo�— iiieii—t---"-"-i'E]Brownfield redevelopment,meaning ❑ Higher density development projects which projects that reduce the redevelopment,expansion,or reuse of real include two distinct categories(credits can only overall impervious property which may be complicated by the be taken for one category):those with more than footprint of the project j presence or potential presence of hazardous seven units per acre of development(lower credit site, substances,pollutants or contaminants,and allowance);vertical density developments,for which have the potential to contribute to i example,those with a Floor to Area Ratio(FAR) adverse ground or surface WQ if not 1 of 2 or those having more than 18 units per acre I redeveloped. i (greater credit allowance), -.0-K..................................... --------------'--................. ---------------------------------------- iixed use development,'Z"�,-a's-a-------- E]Tr�insit-orimteddevelopiri�ts.su.c asamixej Redevelopment combination of residential,commercial, use residential or commercial area designed to i projects in an established industrial,office,institutional,or other land j maximize access to public transportation;similar to historic district,historic uses which incorporate design principles above criterion,but where the development center is preservation area,or that can demonstrate environmental benefits within one half mile of a mass transit center(e.g.bus, similar significant city that would not be realized through single rail,light rail or commuter train station).Such area including core City use projects(e.g.reduced vehicle trip traffic projects would not be able to take credit for both Center areas(to be with the potential to reduce sources of water categories,but may have greater credit assigned defined through or air pollution). mapping). .................... ...................................................... .... -------..........................—... ................... .. .. ..—........... 0 ❑ Live-work developments,a Oln-fill projects,the [31Developments with ❑ Developments variety of developments designed conversion of empty lots dedication of undeveloped in historic to support residential and and other underused portions to parks, Deve lopnients districts or vocational needs together- spaces into more preservation areas and in a city center historic similar to criteria to mixed use beneficially used spices, other pervious uses. area. preservation development,would not be able such as residential or areas. to take credit for both categories. commercial areas. _____---------_.__._--_---..-..--r--------- ..................... ---------------- ------------ ---------------------- .........----------------- Calculation of Water Quality Credits Not Applicable (if applicable) Errorl Reference source not found. Section IV WQMP.docx Page 24 Water Quality Management Plan(WQMP) Environmental Nature Center Preschool IV.4.2 Alternative Compliance Plan Information Not Applicable Error!Reference source not found. Section IV WQMP,doa Page 25 gJT Water Quality Management Plan(WQMP) Environmental Nature Center Preschool Section V Inspection/Maintenance Responsibility for BMPs See ee Attachment B P ,,I i6n/ I t'f)j, ....... Minimum BMP Frequency ActivitiesPartys) Activities Error] Reference source not found. Section V WQMP.docx Page 26 Water Quality Management Plan(WQMP) - Environmental Nature Center Preschool Section VI Site Plan and Drainage Plan VI.1 SITE PLAN AND DRAINAGE PLAN Include a site plan and drainage plan sheet set containing the following minimum information: • Project location. • Site boundary • Land uses and land covers, as applicable • Suitability/feasibility constraints • Structural BMP locations • Drainage delineations and flow information • Drainage connections • BMP details VI.2 ELECTRONIC DATA SUBMITTAL The minimum requirement is to provide submittal of PDF exhibits in addition to hard copies. Format must not require specialized software to open. If the local jurisdiction requires specialized electronic document formats (CAD,GIS) to be submitted,this section will be used to describe the contents (e.g.,layering,nomenclature, georeferencing,etc.) of these documents so that they may be interpreted efficiently and accurately. Error!Reference source not found. Section VII WQMP.docx Page 27 g� Water Quality Management Plan (WQMP) Environmental Nature Center Preschool Section VII Educational Materials d U'Icp Residential Material Check If Business Material Check If (http://www.ocwatersheds.com) Applicable (http://www.acwatersheds.com) Applicable The Ocean Begins at Your Front.Door Tips for the Automotive Industry ❑ Tips for Car Wash Fund-raisers Tips for Using Concrete and Mortar ❑ Tips for the Home Mechanic El Tips for the Food Service Industry ❑ Homeowners Guide for Sustainable Proper Maintenance Practices for Your Water Use Business Household`Tips ❑ Check If Proper Disposal of Household Other Material Hazardous Waste Attached Recycle at Your Local Used Oil El Tips for Protecting Your Watershed Collection Center(North County) 0 Recycle at Your Local Used Oil Collection Center(Central County) El IC7-Landscape Maintenance 0 Recycle at Your Loci]Used Oil Collection Center(South County) El ICzi-Waste Handling and Disposal 9 Tips for Maintaining a Septic Tank System ❑ SD-i3 Storm Drain Signage Z Responsible Pest Control MISC-1 Planting/Storage Media Sewer Spill Tips for the Home improvement Projects Tips for Horse Care El El Tips for Landscaping and Gardening El Tips for Pet Care E] E-1 Tips for Pool Maintenance El ❑ Tips for Residential Pool,Landscape and ❑ Hirdscape Drains El Tips for Projects Using Paint El El Error!Reference source not found. Section VII WQMP.docx Page 28 Attachment A BMP Calculationss g9 r• �g„ ��t•` DN w!'l � ray, �_-,, Gr: £ r � !. �C�..}- � / l..V 1 - i o, 4. � - .• _ f, E �F . •r i .(� ( - �:cR t� (J:u tr . l x� i; 7-r L , Wvb. i v 90 2_ o � i C' q� 30Vd c a gggg 1 i I f; J o _ Oa5--I f a ern s5 A i 5 14 ? - 1 � 1 Worksheet J: Summary of Harvested Water Demand and Feasibility 1 What demands for harvested water exist in the tributary area (check all that apply): 2 Toilet and urinal flushing 3 Landscape irrigation x 4 Other: 5 What is the design capture storm depth'? (Figure 111.1) d 0.70 inches 6 What is the project size? A 1.25 ac 7 What is the acreage of impervious area? IA 0.80 ac For projects with multiple types of demand (toiat flushing, irrigation demand, and/or other demand) 8 What is the minimum use required for partial capture? (Table N/A d X.6) gp 9 What is the project estimated wet season total daily use N/A d (Section X.2)? gp 10 Is partial capture potentially feasible? (Line 9 > Line 8?) N/A For projects with only . 11 What is the minimum TUTIA for partial capture? (Table X.7) N/A 12 What is the project estimated TUTIA? N/A 13 Is partial capture potentially feasible? (Line 12 > Line 11?) N/A For projectsonly irrigation . What is the minimum irrigation area required based on 14 conservation landscape design? (Table X.8) 0.62 ac 15 What is the proposed project irrigated area? (multiply 0.45 ac conservation landscaping by 1; multiply active turf by 2) 16 Is partial capture potentially feasible? (Line 15 > Line 14?) NO 93 Attachment B Inspection & Maintenance Responsibility 9� Inspection and Maintenance Responsibility Water Quality Management Plan for ENC Preschool 745 Dover Drive Newport Beach, CA 92663 APN 117-811-03 9� Inspection and Maintenance Responsibility Inspection and maintenance records shall be kept for a minimum of five years and be made available for inspection by the City staff. BMP Name Implementation,Maintenance, Inspection l Maintenance Activities Required Person or Entity with and BMP Implementation,Maintenance,and and Inspection Frequency Operation&Maintenance Inspection Procedures and Schedule Responsibility - - - NonStructural,Source'Control$MPS Nt.Education for Property Owners,Tenants Yearly Educational materials shall be provided upon ENC and Occupants tenant occupancy. Contact: Bo Glover N2.Activity Restriction Monthly The owner shall develop activity restrictions to (949) 645-8489 minimize the threat of hazardous waste or contamination into the storm drainage system. N3.Common Area Landscape Management Yearly Training an landscape management consistent with County WaterConservationResolution or City equivalent,plus Management Guidelines for Fertilizers(DAMP Section 5.5)shall be conducted for all new field landscape maintenance personnel. N4.BMP Maintenance Weekly Maintenance of BMPs implemented at the project site shall be performed at the frequency prescribed in this WOM P. N11.Common Area Litter Control Weekly Litter patrol,violations investigation, reporting and other litter control activities shall be performed in conjunction with maintenance activities. N12.Employee Training Yearly for all employees and Education programs shall be implemented as within 6 months of hire date they apply to future employees and training of for new employees. current employees. N14.Common Area Catch Basin Inspection Minimum of once a year prior Litter and debris removal,illicit discharge to rainy season violations investigation and reporting and shall be performed in conjunction with maintenance activities. N15.Street Sweeping Private Streets and Monthly Private streets andparkingareas within the Parking Lots project shall be swept at a minimum frequency of once a month. 96 Inspection and Maintenance Responsibility BMP Name Implementation,Maintenance, Inspection I Maintenance Activities Required Person or Entity with and BMP Implementation,Maintenance,and and Inspection frequency Operation 8 Maintenance Inspection Procedures and Schedule Responsibility _ Structural Source Control,BMPs - St.Provide Storm Drain System Stenciling Yearly All proposed inlets shall be marked with the ENC and Signage appropriate"No Dumping. Drains to Ocean." Contact: Be Glover stencil.The stencils must be repainted when (949)645-8489 they becomes illegible,but at a minimum once every five years. S3.Design and Construct Trash and Waste Weekly Sweep trash area at least once per week. Storage Areas to Reduce Pollutant Maintain area clean of trash and debris. Introduction S4.Use Efficient Irrigation Systems S. Monthly Verify that landscape design continues to Landscape Design function properly by correctly adjusting to eliminate overspray to hardscape areas,and to verify that irrigation timing and cycle lengths are adjusted in accordance with water demand=-, given time of year,and day or night time temperatures Low Impact Development LID and Treatment Control BMPs - Bioretention Monthly and before and after Verify that landscape soil continues to function School Maintenance a storm event. properly. Replace soil as needed.Add 1"-2" Staff and Landscape mulch annually. Contractor Today's Date: Name of Person Performing Activity (Printed): Signature: BMP Name Brief Description of Implementation, Maintenance,and (As Shown in Inspection/Maintenance Inspection Activity Performed Res onsibilit 9g BMP Implementation Tracking Table BMP Activity Activity Completion Dates or Frequency Source Control BMPs (Structural and Nonstructural) Low Impact Development and Treatment Control BMPs 9Q Attachment C Educational Materials 100 'sdusuatex mo 8nualua amlaq paten tun R sn!mp M.m 3atvx'Lwp.nn slurs mo>J) uaws damm�m Ja]eal alpun xmms4.mx.n .4n!um mo wml mueda ae snplp..,So 'su!vp Iwma om!gc!taew puns uq.";u umI.w..4 uapre8 a wwl n.'11;11 VN mmtj.uuom mu! pdgsew.lo wmlq aq ue>-vaueap plm vapnlal -wppnaad lu!ed-po>otow alp-..,,p,,q w Put sap!ya's}umy apmu.am am U!yi uvo da`J71 scop]Ial(m 'ueuu aqt Due u!e1p ul.lms uql rayuea n}uqx! nnnyplddms dpy puLRryuatum.... 1....pure r 1nadnld vonnp«Lpaam 4mpn a>npan pal' 'an!wp mints wu!Rucuq!ml nmpn{cyto .41!3.1111.1}R'x.I..dun nl WDa}IIUSpH}III>IIII pue( u"Idl,!>u.Itq 1!SCII fJLIJV..I{1]11116 pue RuapnJ.l 4unn,l sBnrap ulo{1 wAh.s ayw pne Bun!san a!'ngaa•uopeNw! . moat and aatex ayvmsa uaq,x.ma(rap vumap pa amp due nadd.q ue3J1"u..I.p.jM tents npawnu pnu Bmdwgl!eMap!atldlpsa'111! 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(711) !1!nxR4l. infonn.Imm.on lu..II,hold haeanlona x'.nle[nl vflinn Rendxr ynra Alargari"..............I 949! 6F-I-M ttnlers,regrliug cemm�anA a olid xa9m rnllarlion San 1lammnrrfmimnmeuW Prolpxnra .. ..199v1 3911143 Sax lrwl UPiunw NrKirrmdn%.........19iM 2:`4-`413 O.C.Apimin nmiwiormr S,.Ma PlMir\4rh. .. ..ONI 647-93x11 (714)417-7!.on'rw evxan-egm mn.rmp Sral Mxh F.nRlntt ixR. ........... 4NZ411Qi27 YI] r r Sunlwr Pnbli<WmW....... .. . .(714) - !a Slormxvla Bul Menaganml Pntdtt Haodbaa47141�ZZ4 12114 P1rMir NYMs/Eagp ...... .....pH) 5]&31M MW Park l'uiuoov.cnbmyhnndlronkc<nm WPo Engin<.n11g.. - IJHI Ay&1.599 M'aw U.mr PrIMk{Vbd"/EnghmmilrN -- 17`41N949W171M UC Ma4er Gardener HolWe YnW Ontll BnRinttluB ��-�-� -� OHI 961d1Sx (714)ill&I Wlinnisil xn'a.nc[emN.aom Ora" nYSlulmxLer Pnlgmm. . . .-(x771 N97.]Au9 Oran%e(u1mry2 Pm bk e'mnrl'n11Mbm 4VIRe min Ibnlint TIx•OnlnNr lO.una)Smmlrrtrr Prupum MmrmeA Np7aN5PILL(I%P+Y4ATJ rM N ambnmlemin rn ekronnir mailinF(nunfmrf m '• 1n ,ale qunlinm and rx<Lanpe ideaaamnny On.!inelemerPMbnrrmAobkmRelwninNF.— nn nlabo And 1h and kni imtaud rpr"Mxmrranrl urMm nnmRnnd dm inrpkmm�miwr ofOro%rnnelnmlu. \V \V W O C W d l e I' S h P (I s C a IM •1-R'Bf e{ l t t 1 Llloin 14r IiaL Vlr:r.c.cnA:m mlail ur 1-v9�t4+1 t rwaxmlmnn'nlliynin6lia.amlmM1nk.mm P\l VKKTIG 4 The Ocean Begins at Your1 1 1 y ,. 001 to D ol 40 Imp— .)o-ver allow Pollutants to enterthe streel,guffer or storin drain! ry an t Follow dose simple steps to help reduce sate, pone n Household Activities Pool Maintenance Trash MD. tat rinse spills with svnter.Use dry cleanup ■Pool and spa nater must be dechlorinmrd and free ■Place trash and liner that cannot be recycled in mdhods such as applying rat liner or another or exceo acid.alkali or ahem healloced in die securely rmtredoash cans. absorbntuvmerial,.,p and disposeofln street.grurentrsmnn drain. EWI,rroiY,possible buy recycled products. air hash.Take ite re such as used in excess ■When it n nut raining,drain dechl.rnut d pool and ■Rememhec Reduce Ret,.Rmr1e. batteries,ovan d,..,e es.summoner Reids. spa water directly on.due painting prodnos and oahole tar lubes,like ssniury sevva. Pet Care 'IVs and cnmputrr monimxs.toa Ilinabokl ■Someritirsnur haveonlinanccstom do notallmr MAlxeys pirkup afreryour pat.Flush rase th on Hozadoos Waste(Alection(knter(HHWCC). pool nater,.be d!M.,,do(in thesumn drainair toilet or dispose of it in the irmh.Pet o. ■For a HHWCf.near call rill)N91-Cti5R or Checkidlhpour city. if let ontdons,ranwash into the street,gumer visit xaw,ot'Ia11dh1I5_(om. nr storm death. 010 not hose down your duivrxay,sidenalk or Landsmpe and Gardening ■If posible.lathe your pes indoors.11 reit must pati..,he since..gone,orsmmr drain.Strep ■Uo nrrnater.Water your laxer sad gardrn Int bathe tour pet ninside.ousb unit your laem.r up debris;utd'iis.,or it in the mnh. hand...control 10,snotut.1 ter you use or set ..thee absorbent/permeable ntrfacem keep irrigation systems to reflect suanmxd water nerds. the washxamr from entering the street.yumrr or Automotive If si.wr(k.off on,yard ones ymr dr ev ter in s n.drain. Take your eel ide It,.cnmmei-0.1,ar sidewalk•you. sem is over-.oaring.Periodic ally ■Follme dnertions l'm'use of pet are pruducu .It ohencrer passible.Ifyou rash it, rupees and lis Imks and asialirectal sprinkler, and disp.0 of any muscat producs m a vchicle at hone,dorso 'raps,deniers.., ■D. souake or bloc leaves,clippings or pinning HHWCC. deterrim;labeled rmsn-n d',phosphate Int, waste initiate street.getter or norm drainlnarad, or biodegradable.Vegcableand rirosbasr<I dispose ofx^ate by composting,boding inn. pred.es aretypically.safest fordo,e...itouniont. pentined landfill,or u Waco nave through your ■Un nod alloy xashumter f. .,,hide washing do's reveding pnrypam. to drain into the street.gutter or intra drain. ■Follow dircniox on pesticides and feaibrer. Fxceasxashxoershonld he disposed.f in the Ou e.dot.,esdmmeanunons)und donro uniary setes•r(through a sink or mils)or onto it in w localised within-IR hours. an Absorbent uofare like your lawn. Wake unscented pentici(hs in a HHW'CC to be ■Sionimr you.vehicles For leaks.od place a pan rem led.Fnr locadon»mtd ho...of I It IWCC.ill under peaks.Keep yonrvrbirles well mainuin,d 171 II 99 Hi732 or visit..odandlill.coin. In stop and prevrnd leak. ■Nmre.poor oil or anW'rceev in the street,gutter or smrm drain.Rescle Iowa•subsume,,in n service smimt,a xasr it collection center or wad oil recycling center.For the nercsi Uual Oil(Alretion Conercall I-NnI)-(:LE\NUP , wit xvi.A marten nuµ.rg. For more information, please call the Orange County Stormwater Program at 1-877-89SPIU (1577-897-7455) or visit www.ocwatersheds.com l,. To report a spill, ' call the ' Orange County 24-Hour • ' ' Water Pollution Problem • ' • " ' " ' Reporting Hotline at 1-877-89SPH.L (1.877597-7455) For emergencies,dial 911. y '' Begins 'Che lips contained in this brochure provide useful information about him yin,can keep soap,oil and at Your Front Door • , , ' uashmter from car trash activities from entering the storm drain system.If mu haw other suggestions, p R O I E C T please contact inur city s stormwater representative (` or call the Orange County Stormwater Program. ttr---��O((��lO P R E V E N1 '^ T 1 O• N Pinnal rm Wryda+l P po' isers Tips . . • . Before beginning your ■Select a site where the Hashwater can During the fund raiser soak into grass,gravel,or be diverted car wash fund-raiser to nearby landscaping.This will allow the washwater to filter through the ■clever let anv trash or washeater enter ■partner with a vegetation and/or soil instead of the street,gutter or storm drain. professional car flowing directly into a storm drain. wash and avoid ■Shake car mats in a trash can or the pollution ■Divert the washwater to an area where vacuum them.Do not shake dirt from that parking - the water can pool and esaporate car mats directly onto the ground. lot car washes throughout the day,or arrange to can produce. dispose of the washHater down a ■Use a bucket of soapy water to sanitary sewer drain. For details,refer re-, ap rags or sponges throughout ■Hold a meeting with all participants to Factsheet IC24 Wasenrvder Uispnsal the day rather than adding to explain the proper procedures that Guidelines loraled at www.ocwatersheds. soap directly to them. should be followed when washing cars. com/StormWater/documents_bmp_ existing_developmeot.asp#res ■Wring sponges and washtags into ■Remove all trash and debris from the car buckets,not the ground. washing area. ■If there is a storm drain on-site, block it with sandbags.At the end ■Conserve water by using a spray ■Select only soaps,cleaners or detergents of the day,dispose of the sandbags norzle with an automatic shutoff. labeled"non-toxic,""phosphate frce,"or by dumping the contents in an Turn off the water or kink the "biodegradable."The safest products for authorized landscaped area. hose when not in use. the environment are vegetable-based or R ■Always empty buckets into the sanitary citric -based soaps. However,even these soaps can be toxic for the environment, sewer system (e.g.sinks or toilets) or a so never let any products enter the street, landscaped area rather than pouring gutter or storm drain. the Hater on concrete or asphalt. ■Do not use acid based wheel � ' After the fund-raiser cleaners or engine degreasers. s ■Remember to clean tip.Have a volunteer ti walk the perimeter of the site t, Im k up Lash and debris and dispose of it properly. PC4Wk:)" `. The PoUtl4w s«ubon - - Yer.wr,..m..}..rY.i,..e,.. �V pf,r.rwrn�.e M�.,pw.uv.:mra,nr�n rr.�er.wrMM.,..sn.rrr,wwnmrpl^..v 9rw W.r+...�. �I'.r.Y}Yr.Or..b weWm.M}yYMr rYnrwl.sviM r.,.r Y.r.. - .�na�Veyfw 15 Homeowners Guide for Sustainable Water Use .ri,ersr..e...Yrarr„r.^ aYrM.r.w.rcr.w irYv.r A� _W_vay.awwwvw. w.rur•.'� lnn.-�'..:rPe.'s er•:a'f:'v De. s.vYv.ra ry:wm ��..w..IP lwelrni.e �tr�ir..�avYxva..wuen i� p � f� LA® DPnDnS FOR ARIfWATER oTau)ATERconsHW"OnwD AWE WiRVESn'rir ME AI POLLUTmn Pwvmnan TECJYYLIIES 6FASTILY RU(IOFf RAinWATEA Rno REUSE rYrY VY:Y 4rbesarrl W/:mars rA+iuMr - '..n..n_.rv.+in.awRa.rnwwn. �+YlYarbry Y.i.ti.er.v.nan.rY.Y YWr m rY.w.0 rv+a�}4r.+r..r..rur y..rb.any}Ca ani✓.n✓...r W.naY. mai_<riM1i _ +Y�IIYM Y._a wRMM awn Nrv.��.rne ml. '• .•••••.•. vYrwlr.yM1arwrb..usaaam...Y Rnnrb ,^• r. `� �, _ Y• Y•rr mr.+.r T.Lv.r.M.In Mavrb.rVaJfarWbMYbv Mnavn " i Ira Wbi.Y�.bv Xrv.YRwww Y4iw we:m- mi htir�m.n• yaM�pMl..b�FNb nw tlbryvn � vai+mi .. n w • .. - M.w+.m. Iysfe(+4naM rbt..�n m_n nncr .w.e..n.�.r.nr.mAe ••••• _•••.•...r g4._PvrY mr1 •n••-• ! r.tr ..Ybnr. n..n Ya b••�nn..^+++w.r.rwn' `�b'�hJ bM.TOv �+I+..vnnr..-.nw..�rn e w�iw..r�.a.w_w �mamY'+WO - ..r.W wrun�n�r yvaYilai �IT� MY.e�� rrrwoavun.v� r.n...�w'~"w�ti..w.�.,..... M1ri Z�� '� �? Help Prevent Ocean Pollution: Do your part to firevent � '�. Proper Disposal of water pollution inonr � Household c►teeks, rivers, bays and ocean. For more information, Clean beaches attd healthy pleaseOrange dous Waste creeks, rivers,bays and ocean County Stornwater Program 1-877-89-SPILL ., 7-7455) or visit are imporunt to Orange Comity. However,not properly disposing of household hazardous waste can lead to water pollution. Batteries, ' electronic,paint,oil,gardening chemicals,cleaners and otherTo Report Megal Dumping ' 1 hazardous materials cannot beHousehold Hazar' ' throtvtt in the tntsh.They also must ' ' • never be poured or thrown into yards,sidewalks,driveways,graters or streets. Rain or other water could , report wash the materials into the storm drain and Orange cventttally into NEVER DISPoSE _ our waterways OF HOUSEHOLD our Reporting and the ocean. HAZARDOUSt ''' In addition, ` hazardous WASTE IN THE waste must not TRASH.SIREET, emergencies, `' Yceart Begins be poured inYour Front Door the sanitary Gfll"FER, sewers (sinks STORM DRAIN and toilets). a ORSEWFR ORANGE COUBJ'r PoUution Prevention Leliorer household products that contain Centers are open Tuesday-Saturday,9 a.m.- ■ Television&monitors (CRTs, corrosive.toxic,ignitable,or reactive 3 p.m.Centers are closed on rainy days and Batscreens) ingredients are major holidays.For more information.call considered to (714)$34.6752 or visit wtvw.odandfills.com. Tips for household hazardous W"JENPOSSIBLE, be"household USE hazardous waste" Common household hazardous Waste or'HHW." HHW ■ Never dispose of HHW in the trash, D' can be found wastes street,gutter,storm drain or sewer. OR throughout your ■ Batteries I IUS home,including the ■ Paint and paint products ■ Keep these materials in closed,labeled bathroom,kitchen, containers and store materials indoon- PRODUM. laundry room and ■ Adhesives or under a cover. garage. ■ Drain openers ■ Household cleaning products ■ When possible,use non-hazardous Disposal of HHW down the drain,on the products. ground,into storm drains,or in the trash ■ Wood and metal cleaners and polishes is illegal and unsafe. ■ Pesticides ■ Reuse products whenever possible or share with family and friends. Proper disposal of HHW is actually easy. ■ Fungicides/wood preservatives Simply drop them off at a Household ■ Automotive products(antifreeze,motor ■ Purchase only as much of a product as Hazardous Waste Collection Center oil,fluids) you'll need.Empty containers may be (HHWCC:) for free disposal and recycling. IN Crease and rust solvents disposed or in the trash. Many materials including anti-freeze,latex- based paint,motor oil and batteries can ■ Fluorescent lamps ■ HHN'can be harmful to humarm be recycled.Some centers have a"Stop& ■ Mercury (thermometers&thermostats) pets and the environment.Repon Swap"program that lets you take partially ■ All forms of electronic waste including emergencies to 911. used home,garden,and automobile products free of charge.There are four computers and microwaves HHWCCs in Orange County: ■ Pool&spa chemicals ■ Cleaners Anaheim:..................1071 N.Blue Cum St Huntington Reach:.........17121 Nichols St ■ Medications Irvine:.......... .................6411 Oak C:myon ■ Propane (camping&BBQ , San Juan C:apistrano:...32250 Ir Pata.Ave ■ Mercury-containing lamps v s For more information, please tall University of California Cooperative Extension Master Gardeners at (714) 708-1646 or visit these Web sites: _ www.uccemg.org kf www.ipm.ucdavis.edu _ ' ' • ' ' ' • • • For instructions on collecting a specimen i sample visit the Orange County . • , Agriculture Commissioner's website at: 'http://www.ocagcomm.com/ser�_lab.asp •, , , ;,, , , To report a spill,call the -� • Orange County Y4-Hour - Water Pollution Problem ' • Reporting Hotline ' at IS77.89SPn L(1-877597-7455). .x' For emergencies,dial 911. Information From: Cheryl Wilen.Area IPM Advisor,Darren Naris, Watershed Management Advisor,Mary • t , , , t r t y t , Louise Flint,IPM Education and Publication Director,Pamela M.Geisel.Emironmemal , Horticulture Advisor.Carolyn L Unruh. University of California Coopentive E ` E E Extensinn atalf writer.Phows courtesy of i w. , ✓ - �, r. the UC Statewide IPM Program and Darren Hares PR (((((0 J E C T t , • ' , , , t , Funding for this brochnre has been prmided in full O� r ,�10h t • w r s r or in pan through an agreement with,he Sun,Wa,er t_ V' Rc. mwrm Conuol&,nd(S'WRCa)pursuant to the P R E V E N T I O N Conn-Marhado Water.Actnf2000(Prop.IS). P,inul nnRmcicd R„xrr -- Tips / Pest Control Key Steps to Follow: Ste 3:If a pestidde must be used,choose For general questions you map Visit the east toxic chemical. wmw.calpuism.org. S 1:Correctly identify the pest(insect weed,rodent,or disease)and verify that it is Obuin information on the least toxic pesticides step 6:In the event of accidental spills. actually causing the problem. that are effective at controlling the target sweep up or use an absorbent agent to remove pest from the UC Statewide Integrated Pest any excess pesticides. Avoid the use of water. r This is important Management(IPM)program's Website at because beneficial %vVW ipm.ucdavis.edu. Be prepared. Have a buxom,dust pan,or dry insects are often absorbent material,Such m tat liner,newspapers mistaken for pests Seek out the assistance of a Certified Nursery or paper towels,ready to assist in cleaning up and sprayed with Professional at a kcal nursery or garden center spills. pesticides needlessly. when selecting a pesticide. Purchase the smallest amount of pesticide available. Contain and clean up the spill right away. Place Consult with contaminated materials in a doubled plastic bag. Ckrtified Non Apply the pesticide to the pest during its most All materials used to clean up die spill should Professional at a local nurury or garden center vulnerable life sage. This information can be he properly disposed of according to your heal or send a sample of the pest to the Orange found on the pesticide label. Household Hazardous Waste Disposal sit('. County Agricultural C'ommissioner's Office. Step 4:Wear appropriate protective dothmg. Step 7:Properly store and dispose of unused Determine if the pest is still present—even pesticides• though you sec damage.the pest may have left. Follow pesticide labels regarding specific types of protective equipment you should wear. Purchase Ready-To- Step 2:Determine Protective clothing should always be washed Use (RTU)products how marry pests are separately from other clothing. to avoid storing present and causing large concentrated 1 damage. S S:Continuously monitor external quantities of71 conditions when applying pesticides such as pesticides. Small pest populations weather,irrigation,and the presence of children may be controlled and animals. Store unused chemicals in a locked cabinet. mare safely using non- pesticide techniques. These include removing Neuer apply pesticides when rain is predicted Unused pesticide chemicals may be tlispened food sources,washing off leaves with a strong within the next 48 hours. Also,do not water ofat a Household Hazardous Waste Collection stream of water,blocking entry into die home after applying pesticides unless the directions say (enter. using caulking and replacing problem plants it is necessary. with ones less susceptible to pests. Empty pesticide containers should be triple Apply pesticides when the air is still;breezy rinsed prior to disposing of them in the trash. Integrated Pest Management(IPM) conditions may rause the spray or dust to drift usually combines several least toxic pest away from your targeted area. control methods for long-tern prevention Household Ilazardous Waste and management of pest problems In case of an emergency call 911 and/or the without harmingyou, our family, regional poison control number at Collection Crater tt--�� 7 Y Y• ! Ira 1714)8..34.6752 1'��Lt}IOYI U},f"tr or the environment. (714)fi.'#5988 or((if1))fi94-4404(CA only). wwwahclandfillsxom Sewage Spill Rer rlaT^T', 4r�Er�u7re�m e.,,- Se $ What is a e Spill Sewage Spill?Reference Guide ° •f sewap° Spll$ a cur we¢n he wanNwmer bung lo-Sland S.nrengrwM ne °yenbid rhol. ldfaor, Serve"fpills-1. i as a Private Property Owner nee FhrIitvna0amamu aMare,nassef -alrFreNen .1.edreor Ment deals welKw.ya eM •' I:na[ne+ He. faylarrIC.radonthrourn Associations Common Causes of Sewage Spills 1_xl nxaarn, Military Fifendlia, Qraue read, .. inside and a enma0y mon. You Could Be Liable a(Yq/K Ny M exam -1— Col SlInar wee pr,. Gy.B.'ne,IM u— from Imp raOY�grr��r .lot,ahem FOueMON dIri"I n tram PiNlumng fexe8e teem your epi bvslneav or prgNM Orange County Health Care 4Y"r"-'r ma�nlamadsommer(day.Ye....nalnlerc¢plen wJaM1eean6'waoperate, welbrm dreier nuy.ubla[r yawl¢ Enybond-1.1 Molar $IwaWra prek"re;caused by tree fail nnlre Sews, 'rens e°U' jMla 00,aienla cab+ rr li.l"•�i i.,l' br°Een oacFeu IS,dide.,ed defer,Cleanwu caps . chide,Co.6FrIes rocour,lor, se.Knleeorls $se ureatt r.Codes 6 Finef seClwr Iw nanerem Catl¢+ CiN.NNIpM LYryfak Saram Nlp Ln runJersiaeasexRrs cancaux blMepn, anJlirM dNayply • �wnrprdw� neaawsm,Kar¢vrwae.,, lrMmaUon and lnnew lM im cls poor cawcM ane r.rum. „a:.rrrewre.r.,,amait' rat.Iden grauadi-1 ainwmer emwe in, What to look For yK. r...an rr.1-1 r craw real u err cannecm,u Inrou9n pipe defects and IUegar $ewega decor,FeevM.,W.fruit pre,ael duar —1. K" has anDulad-arwalarbnlhalrteryuYepmelo mm.reaV,rtWrN ue MNpn¢rflerrbWrep bero,cM.0edr tlnmrssu.[COWIM-Ia w[1aren. 'a+r•^m'N..aur wn Nr+pr la a...rermm pxm You Are Responsible for ldralor. nem'..mso—dr."Sper rarer oerrr.n: Sewage Spill Caused by a Blockage ,.:.R,. DNm nadupp rr.me her al .err a..e.u.�,.X Nwrenera Npa awns ...."ouraniarrar.+rN.la-ar red. m +1., or Break in Your Sewer lines! Y" YIe prou15 aM wmer bNrrrel.ra..ne meMala Ilor Finland]Water Qualil,Control Board Tme ua111.Suencem dark,wilF wwartoy1els You • leaYm9+' Kus naclears—I.1 uWee en Gre Sana Rna Rplon San DM90 Regio - ore repmreJm YnmafKtlY and e, :Ud BYF:h ,r.y Orange County CaabeWM nodursearlapl$.4Nppilla C°nurrcd Umrauee odorous wet VvVast4Wa SalYs.Serernel r IYaaa pr piS.aaw rrrpal.n'.ryvrpnaJ rawgM 'j 1 °n prirala Murperand or.°I Bunere,el—rlreln+ana walb°r"CerealwasheM I'..lhultlin0. pudlrcwNbwey thyshumnpmlurnolusmgMewam. Caution C alilor n Oltrco of Emar$oni$arvrcas U- pnaYe$., tlN Krdbr shape sMaunO 1 ,nr,•.. �r.enl+ewpalrommlerrnpdeflarm di�nryslam. a Kea,pl We..a gds Keay her,'be Arenee ane. rpr Clxr the eewar YlaeYpa.Ari vmn gloves end UrnreelN terraria lw hugh Sl W OIreae cal (rlfarN.Warn pre.MeY 1,(yV l SOw nIIellfSl0,4— .0 KF Your M1Ng6.II N rKommind.lnel a pFrmFrnO nruEK NM bri Car wra Sol.Malde S—pir-I CMNYGArN4r,41Nre.nmpraN•a.O'NKazaM1: 3 1 IMe—nor unoaro,Gamer a«l°aefand magus Irn.enmobKymrmprernlgmalbn srrmnspum )I.1�IC fl °'O a e rat nr^.urswwnNlearwatl'IXpylsv ReYa MaION serYmMus. a^r Sere,i deadeaaMy"read IbN incl rat her weer, pity earearyWlb Nrorpe un dependent or pub0re.Sear dMaM of sa ye0ll M Yea Ilea a Haraapa$pit,oeeunrnp. plMuier—byeaddobew pees Spills,11heslnll or,ird MnormdIdea°nnFly lFe NpUfy Your Chy$errlrrpudllc Work+ a9uapalaru4paprwara ave Npralmep+ln Nnl.N XC.1il Care Agency In ad lwn,d n aeceeas 1.000 Chaperoned,w public serer Eni .C.I Gamer—lulmleapidaana. pollom nalily llre DXas olEmergpmvSKbw+Rehm IMMEDIATELYI ...�0 I w.numbun eaC minis brochure. 111_ Orange County Report Sewage Spills! How a Sewer crly s.w...ahh.Nark.D.pedmenu System Works {�— Agency Responsibilites drys „„ Air— ;::SIw"` Ay.op»IY ownvYs sews.pla3 DlY albd Car NrsnlrudN NM. _ pan„1353 e....a. Conn„ledta largo R�..rt. Deeu,mi le lar prole[[inp •y d-ri. :11,rI N1 orb....me luder Vpm dee.ddddw'Mwag. Mnu INZ I's. dry lo[nlm...—d rayoru,In:Irklders slow'. `` [dk[JarlfY„em3nda11W puW[arun w.+•v.en Irl.l ff]as„ Ulerab run/ram IF[•[cnne[lion el he • • .nen I}Vl r]W» home to Ill.cannenan"m IM"i R . Ppblla 4rolbnllstlen D re"n't— ewcr... Ina rn.vn aewwrllru,uding,bod:."da"ho rcul. ` Responded la"A's"in ...on add an,", n.,wwr 11— Illi 3M!Rl Ind,War.w.he:omenawd,at he Lacnl 11.x::. a1M„nwaM. p`cara ` _ abNa»W.II.WJllw¢..IMe.11n Vudk FaNIF. an:u, ryawn ae'n.m or memaV ewnL:n .1; m,„}M alWGs Agent— ,»sl ro1l. aweVapmlownMod,[ kneres Ilq PParre[ b , IMS have av d.'ad d.n—rd, riddrng 4rs,dr, rd mayb. 'omrra"'p la. ineol„ -Ian....c'-wtth „ )» ,or1dl » lewe"I'v: yuuric works „n 3na.3a deearimenl lar wormN.'sudo n. "i' _ _ • N\haul ill., County Cw„a NrN— pu13ro}}le Op»aaml enE me:nlennn<e albulnM } __ Reepon Low ler dos""Sub wed— MUYe 133}l'31". r.geo"I s.Ns.=.me In.ral:onu •/ . Oran Cnunry formal • »n.1,1. Orange Progress— al—I'd ,».naso Wily al lM[:Iv zMM•p:Ml[w axle us. Nr.^ronpl darnen...lar pravaMllp remarks pallid„d.nom IrI.133FWv men„and pudic sewer da„rcu. Tnr Main, M1¢m9 daNWJM a we.hM a,rudomwnler.-,nnl r In.l»}+%1 ...... :.::. 0.r•ue G.n sawnl '. .did daa adarr .I Meml e,em eplM err^I,.._„ n,...„. Inn»w.3 VMIMaa+n ,.a.,., »n osrp waGaal wv Preventingar— You Could Be �„ 'e9 How You Can bra D.DD Liable Prevent Sewage Spills Grease Blockages for Not Protecting ,n»naso Tne Mpan n nor n cul disorder or dopa:,a...... the Environment ki ,n.l mlafl yroum,vnrwnwvpompWaeownlmerm Local and suite agencies have legal drial will ,no„I.n I. disposal.,draul or trailall Ii.add en"du,d mn M...I.and arra: Rkbrs Nw..M.r.anwcl. .in rva„a d'al such as type,coffer or...N.. um M„[wnVMrrl 'N,nN.v ,finer-1 pil l'm lM pnn.Wins Iaad... l..r::•w.e. nIs.new Vawr I„n Vuw eliminate are...,di add hall id and W...it dumpourd in the ne.F. Deny day ground and agent with danger. I—rd e»r.nb 6ma I„sl„.Jsn Finalane[ .in IoM ul reub4ehmar andlicarV,al^sonswdw ml•u.. pvl.....3 :tame alwev.k.v•R cMn gal Menegemem Pecdw3 u..—swim, n an.dml 3 farad, an, final problem. Tnaemnud.: w..[cnlwlra�w tw.�n"morn„ in your sewer system and dominate C„,MYp an coowng green al,dil udlmm part.psn. „++esu„u mkt ,„n„l.„„ dr-wor-drunde rodst 111.1 all any rainwater inli Itirs till in flowandlry„nMcauwnd5rnafneanumerniw mCY<kn9. LUessair arWw1 mmodu N $cnpng or dry-ding rwrow food and 9reaM Iron was[.rwender I mn wri 0rhad.pal3.lun3Md lr Mnafn. wa ssaw[rnnbrer 4Y.I M31.. yerafnlol ,seenonew I„n.6„r} • Inalel4ngdrN.....dian."Il[nandryns. acca.l•.e..,n Oban MA.Ynarrr nn„near Irrll111.„1. Swrede.gta un[rue 14vinyfpllYi„readilYavailabbld<Ieenlrp up Wllb- _�_� �� ad.rrders . mp.b M.Mranwr.m. IMpp»'.r:11Mm1 Fraaerry mnanitinanY 9rNRaaap4ar aMurtnpla.lry lurim: al r— wbmt+nae.a3 Irr.I VWIs • IM1am3arviIXlragulnry CMe4Vam ld:eleilymrbi Mrt•ws.m.r.n r.ren I„n n}.}rX 11� F r • Help Prevent Ocean P�ution: o - Tips for Llean beaches and healthy Landscape & Gardening creeks,rivers,baysFor more information, and ocean are important to please call the r ; Orange County. HoweverOrange County Stormwater Program many common activities1-877-89-SPELL (1-877-897-7455) can lead to water pollutionor visitj� if you're not careful. www.ocwatersheds.com Fertilizers, pesticides and UCCE Master Gardener Hotline: other chemicals that are left on yards or driveways can be blown or washed into storm drains that flow to the ocean. Overwatering lawnsTo report can also send materials intocall the � . e storm drains. Unlike water Orange in sanitary sewers (from sinksWater Pollution Problem }e !r and toilets),water in stormReporting Hotline drains is not treated before i ,�• entering our waterways. ' For emergencies,dial 911. m Your Front D00 I'lo,Lips contained in this brochure provide mieful R 0 J I C T- infornration to help prevent water pollution You would never pour gardening products into the ocean,so don't let them enter the storm drains. Followwhile landcapfing or pnicning.If you have otherour citylsstorrawter • • these easy tips to help preventncact orange water pollution. War Tips 1 Never allow gardening products or ■Do not rake or blow product.Do not dump rinse water polluted water to enter the street,gutter leaves,clippings or down storm drains.Dispose of empty or storm drain. pruning waste into containers in the trash. the street,gutter i General Land=ping Tips or storm drain. ■When available,use non-toxic p Instead,dispose alternatives to traditional pesticides, of green waste by and use pesticides specifically ■Protect stockpiles and materials from composting, hauling designed to control the pest you are wind and rain by storing them under it to a permitted targeting. For more information,visit tarps or secured plastic sheeting. landfill,or recycling it through your www.ipm.ucdavis.edu. city's program. ■Prevent erosion of slopes by planting ■If fertilizer is spilled,sweep up the Fast-growing,dense ground covering M Use slow-release fertilizers to spill before irrigating. If the spill is plants.These will shield and bind the minimize leaching,and use organic liquid,apply an absorbent material soil• fertilizers. such as cat litter,and then sweep it up f and dispose of it in the trash. ■Plant native vegetation ,- .`� ■Read labels and use only as directed. to reduce the amount '' , Do not over-apply pesticides or ■Take unwanted pesticides to a of water,fertilizers,and Fertilizers.Apply to spots as needed. Household Hazardous Waste pesticide applied to the rather than blanketing an entire Collection Center to be recycled. landscape. area. Locations are provided below. III Never apply pesticides ■Store pesticides,fertilizers and other or fertilizers when rain is chemicals in a dry covered area to predicted within the next 48 hours. prevent exposure that may result Garden &Laura Maintenance in the deterioration of containers and t ■Do not overtvater. Use irrigation packaging. practices such as drip irrigation, ■ Rinse empty soaker hoses or micro spray systems. pesticide containers t Periodically inspect and fix leaks and and re-use rinse water misdirected sprinklers. as you would use the I . I t 1 tl 11 Preventing water pollution at your � commercial/industrial site ' 1 For more information, 1 Clean beaches and hralthc nr,k.,ria•rs. please call the bays and ocean are important to Orange Orange County Stormwater Program County. However,many landscape and at 1-877-89SPII.L (1-877-897-7455) building maintenance activities can lead un or visit water pollution if you re not careful. Paint, www.ocwatersheds.com chemicals,plant clippings and other materials can be blown or washed into storm drains that flow to the ocean. Unlike water in sanitary i sewers(from sinks and toilets).water in storm To report a spill, • ! Lei drains is not treated before entering our call the Y waterways. Orange County 24-Hour Water Pollution Problem You would never pour soap or fertilizers into Reporting Hotline _ the ocean,so why would you let them enter the at 1-877-89SPILL (1-877-897-7455). storm drains; Follow these easy tips to help prevent water pollution. For emergencies,diet 911. The Ocean Be�P1llS Some ry'pes of indunrial facilities are required to obtain coverage under the Some General at Your Front Door Industrial Pehmit.For more information visit: p R O J E e T www.swmb.a.gov/stormwater/indwtrial.html %te S05 - 16 Ion P R E V E N T I O N Recrc. r.b t Usro OII. i49% I'nunvr nn NrvcJrvl N�p,m Proper II Practices 1 your Business Landscape Maintenance Building Maintenance ■ Call your trash hauler to replace leaking dumpsters. ■ Compost grass clippings,leaves,sticks ■ Never allow washwater,sweepings or and other vegetation.or dispose of it at sediment to enter the storm drain. ■ Do not dump any toxic substance or g P liquid waste on the pmrenicnu.the a permitted landfill or in green waste ground,or near a containers.Do not dispose of these ■ Sweep up dry spills and use cat litter, storm drain. Even materials in the street,gutter or storm towels or similar materials to absorb wet materials that drain. spills.Dispose of it in the trash. NEVER DisposE seem harmless I OF ANYTHING ■ Irrigate slowly and inspect thesystem ■ If you wash your building,sidewalk or such as latex paint K Y' Por biodegradableSTORM for leaks,overs ra n and runolE parking lot,you must contain the water. P Yi g Adjust automatic timers to avoid Use a shop vac to collect the water and cleaners canage DRAIN. overwa tering. contact your city or sanitation agency the environment. the for proper disposal information. Do ■ Follow label directions for the use and not let water enter the street,gutter or disposal of fertilizers and pesticides. storm drain. ■ Recycle paints,solvents in and other P P materials. For more information about ■ Do nota 1 pesticides or fertilizers if ■ Use drop cloths underneath outdoor recycling and collection centers,visit apply painting,scraping,and sandblasting www.oclandfills.com. rain is expected within 48 hours or if P g• P g• g wind speeds are above 5 mplt. work,and properly dispose of materials ■ Store materials indoors or under cover in the wash. ■ Do not spray pesticides within 100 feet and away from storm drains. of waterways. ■ Use a ground cloth or oversized tub for mixing paint and cleaning tools. ■ Use a construction and demolition ■ Fertilizers should be worked into the recycling company to recycle lumber, soil rather than dumped onto the ■ Use a damp mop or broom to clean paper,cardboard,metals,masonry, surface. floors. carpet,plastic,pipes,drywall,rocks, dirt,and green waste. For a listing of ■ If fertilizer is spilled on the pavement ■ rover dumpsters to keep insects, construction and demolition recycling or sidewalk,sweep it tip immediately animals,rainwater and sand from locations in your area.visit and place it back in the container. entering.Keep the area around the w'ww.ciwmb.ca.gov/recycle. dumpster clear of trash and debris.Do not overfill the dumpster. ■ Properly label materials.Familiarize. employees with Material Safety Data Sheets. rr7H hxho t Help Prevent Ocean (i Clean beaches and Tips ForProtecting healthy creeks, Y` 1 Watershed ocean are For more information, , important to Orangeplease call the County. However, Orange County Storntcarefid,our daily acthities can water Program at 1.877.89.SPILL lead directly to water or visit pollution www.ocwatersheds.com . problems. dimugh your watershed can pick COULD TR"EL HERE up pollutants which are then To report a spill, call the transported to our waterways anbeautiful ocean. Orange County 24Hour Water Pollution Problem You can prevent water Reporting Hotline at 1.877.89.SPII.L. pollution WHICH FLOWS by THROUGH HERE •n ' personal actionFor emergencies,dial 911AND ENDS UP HEREwatershed community to prevent . working with members of your The ups contained in,his hrnchw'e provide useful in(orrtuuon«,help protea your watershed.I(vnu F hourave other suggestions,please contact lrour city's � F runoffurban from atormwa[er rcpresrn[adves or call the Orange Cra,nty Stnrmwn[cr Program. atYg •t Lg g P R O l F C T in, �o��l,ttlol� veFVFer , ou Pdnwd mi acsekrl Papa `I��F Protecting these simple tips to protect,-.e x'atrr / quality of your watershed: Your Watershed • Sweep tip debris and diapr,ae of it in the rush. room hm:e darn droceo s or sidavalks into the sire et or Rutter. M Watershed. Our Ocean. organisations wjoin the Orange County . Usc dry cleanup mcetorta.cat t litter to absorb •y Stormwater Program and others who are .pill and.wecp up rc iduc. Water+shed,nouns A region of tared u0nn working to protect and restore our creeks. . set your irrigation stems to reflert seasmml water mhirh nmlrr�fmos down min rt s�wnf incl urnlrr'hmlp, nvTrs•hays and ocean. needa ur use weather-haled cmnrollcu hopes for surh as a niver,take•sea,m mean;a dminnge basin . rums, alum y. or rnlrhmntl basin. There are many opportunities to get involved: Corer tarelm.recta to . Take hevurdatw waste m a household barardaus xwxte • Appreciate your watershed-explore anmiort renter.(Far«ample,paint.baucries and Orange County comprised of I 1 major the creeks,trails and ocean and make petroleum products) corm"watersheds into which most of our water flows• observations about its conditions. If you see • pick up after your pet. Oceancean'ting all of Orange County to the Pacific anything abnormal(such as dead fish,oil • Falbrx applirmimi and disposal dircrtmm,for Ospills,leaking barrels,and other pollution) prstirides and feniliaers. As water contact the Orange County 24-hour water a Ityou rash your car at home. awn xyh it on your lfrom rain (stormwater) pollution problem reposordivert the rmmfr nom a landscapeding hotline at area, cntwidertaung.nurcarma or sprinklers and 1.877.89.SPILL to reptwt the problem. I cormurcld our.'h.Mwo,the • Research vour watershed. Ixarn hOreS(urban — - .— xaicr u reclaimed or rmcled. about what watershed you live in by yourd]veerruns down Aeensnned. wall your driveway visiting www.txwatersheds.mm. .�, „• maintained. and into your • Find a watershed organization . Never pour oil or neighborhood in your community and - antifeccee in the 4 streets,,sidewalks volunteer to help.if there J-- � liner.Rutter or and gu ne s,it flows into storm drains that arc no active groups, J''~- ) aura mair. lead to waterways within your watershed. The consider starting your 1r waterways from'other cities merge as they . Visit EPA•s Adopt Ybur / l make their way through our watersheds until Watershed's Catalog of / (/ all the nmoll'water in Orange County meets Watershed Groups at at the pacific Ocean. The water that reaches wtvwepa.gov/adopt to our ocean is not pure. As it Rows through the locate groups in your watershed,it picks up poluants such ac litter, community. r� cigarette butts,fertilimr,pesticides,pet waste, • Organize or join in motor oil and lawn clippings. Unlike water or la r, a creek,rivey A that enters the sewer(from sinks and toilets), q r--�•-r water that enters the storm drain is not treated ocean cleanup event _ before it flows,ultimately,to the ocean. such as Coastal&Inner Coastal Cleanup Day p Water quality can that aplace the r�c be improved by :Sed Saturday of every - "Adopting Your September.For more Watershed.' information visit Through this - www.ccast4u.org. effort, are challenging \ I challengigi ng citizens and FJ IC7. LANDSCAPE MAINTENANCE MINIMUM BEST MANAGEMENT PRACTICES Best Management Practices(BMPs) Pollution Prevention/Good Housekeeping • Properly store and dispose of gardening wastes. A BMP is a technique, measure or structural control that is • Use mulch or other erosion control measures on used for a given set of conditions to improve the quality of exposed soils. the stormwater runoff in a cost effective manner'. The • Properly manage irrigation and runoff. minimum required BMPs for this activity are outlined in the • Properly store and dispose of chemicals. box to the right. Implementation of pollution . Properly manage pesticide and herbicide use, prevention/good housekeeping measures may reduce or Property manage fertilizer use, eliminate the need to implement other more costly or complicated procedures. Proper employee training is key Stencil storm drains to the success of BMP implementation. Training • Train employees on these BMPs,storm water The BMPs outlined in this fact sheet target the following discharge prohibitions,and wastewater discharge pollutants: requirements. • Provide on-going employee training in pollution _ Targeted Constituents prevention. Sediment x Nutrients x Floatable Materials x Metals Bacteria x Oil&Grease gOr anics&Toxicants Pesticides x Ox en Demanding x Provided below are specific procedures associated with each of the minimum BMPs along with procedures for additional BMPs that should be considered if this activity takes place at a facility located near a sensitive waterbody. In order to meet the requirements for medium and high priority facilities,the owners/operators must select,install and maintain appropriate BMPs on site. Since the selection of the appropriate BMPs is a site- specific process,the types and numbers of additional BMPs will vary for each facility. 1. Take steps to reduce landscape maintenance requirements. • Where feasible, retain and/or plant native vegetation with features that are determined to be beneficial. Native vegetation usually requires less maintenance than planting new vegetation. • When planting or replanting consider using low water use flowers,trees,shrubs,and groundcovers. • Consider alternative landscaping techniques such as naturescaping and xeriscaping. 2. Properly store and dispose of gardening wastes. • Dispose of grass clippings,leaves, sticks,or other collected vegetation as garbage at a permitted landfill or by composting. • Do not dispose of gardening wastes in streets,waterways,or storm drainage systems. • Place temporarily stockpiled material away from watercourses and storm drain inlets, and berm and/or cover. 3. Use mulch or other erosion control measures on exposed soils. EPA"Preliminary Data Summary of Urban Stormwater Best Management Practices" IC7 Landscape Maintenance t X29 4. Properly manage irrigation and runoff. • Irrigate slowly or pulse irrigate so the infiltration rate of the soil is not exceeded. • Inspect irrigation system regularly for leaks and to ensure that excessive runoff is not occurring. • If re-claimed water is used for irrigation, ensure that there is no runoff from the landscaped area(s). • If bailing of muddy water is required (e.g.when repairing a water line leak),do not put it in the storm drain;pour over landscaped areas. • Use automatic timers to minimize runoff. • Use popup sprinkler heads in areas with a lot of activity or where pipes may be broken. Consider the use of mechanisms that reduce water flow to broken sprinkler heads. 5. Properly store and dispose of chemicals. • Implement storage requirements for pesticide products with guidance from the local fire department and/or County Agricultural Commissioner. • Provide secondary containment for chemical storage. • Dispose of empty containers according to the instructions on the container label. • Triple rinse containers and use rinse water as product. 6, Properly manage pesticide and herbicide use, • Follow all federal,state,and local laws and regulations governing the use,storage, and disposal of - pesticides and herbicides and training of applicators and pest control advisors. • Follow manufacturers' recommendations and label directions. • Use pesticides only if there is an actual pest problem (not on a regular preventative schedule). When applicable use less toxic pesticides that will do the job. Avoid use of copper-based pesticides if possible. Use the minimum amount of chemicals needed for the job. • Do not apply pesticides if rain is expected or if wind speeds are above 5 mph. • Do not mix or prepare pesticides for application near storm drains. Prepare the minimum amount of pesticide needed for the job and use the lowest rate that will effectively control the targeted pest. • Whenever possible, use mechanical methods of vegetation removal rather than applying herbicides. Use hand weeding where practical. • Do not apply any chemicals directly to surface waters, unless the application is approved and permitted by the state. Do not spray pesticides within 100 feet of open waters. • Employ techniques to minimize off-target application (e.g.spray drift)of pesticides, including consideration of alternative application techniques. • When conducting mechanical or manual weed control, avoid loosening the soil,which could lead to erosion. • Purchase only the amount of pesticide that you can reasonably use in a given time period. • Careful soil mixing and layering techniques using a topsoil mix or composted organic material can be used as an effective measure to reduce herbicide use and watering. 7. Properly manage fertilizer use. • Follow all federal,state, and local laws and regulations governing the use,storage,and disposal of fertilizers. • Follow manufacturers' recommendations and label directions. • Employ techniques to minimize off-target application(e.g. spray drift)of fertilizer, including consideration of alternative application techniques. Calibrate fertilizer distributors to avoid excessive application. • Periodically test soils for determining proper fertilizer use. • Fertilizers should be worked into the soil rather than dumped or broadcast onto the surface. • Sweep pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water. • Use slow release fertilizers whenever possible to minimize leaching [C?Landscape Maintenance 2 120 6. Incorporate the following integrated pest management techniques where appropriate: • Mulching can be used to prevent weeds where turf is absent. • Remove insects by hand and place in soapy water or vegetable oil. Alternatively, remove insects with water or vacuum them off the plants. • Use species-specific traps(e.g. pheromone-based traps or colored sticky cards). • Sprinkle the ground surface with abrasive diatomaceous earth to prevent infestations by soft-bodied insects and slugs. Slugs also can be trapped in small cups filled with beer that are set in the ground so the slugs can get in easily. • In cases where microscopic parasites,such as bacteria and fungi, are causing damage to plants, the affected plant material can be removed and disposed of(pruning equipment should be disinfected with bleach to prevent spreading the disease organism). • Small mammals and birds can be excluded using fences, netting, and tree trunk guards. • Promote beneficial organisms, such as bats, birds, green lacewings, ladybugs, praying mantis, ground beetles,parasitic nematodes,trichogramma wasps, seedhead weevils, and spiders that prey on detrimental pest species. Training 1. Train employees on these BMPs,storm water discharge prohibitions, and wastewater discharge requirements. 2. Educate and train employees on the use of pesticides and pesticide application techniques. Only employees properly trained to use pesticides can apply them. 3. Train and encourage employees to use integrated pest management techniques. 4. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site's spill control plan and/or proper spill cleanup procedures. • Fact sheet IC17 discusses Spill Prevention and Control in detail. 5. Establish a regular training schedule,train all new employees, and conduct annual refresher training. 6. Use a training log or similar method to document training. Stencil storm drains Storm drain system signs act as highly visible source controls that are typically stenciled directly adjacent to storm drain inlets. Stencils should read"No Dumping Drains to Ocean". References California Storm Water Best Management Practice Handbook. Industrial and Commercial. 2003. www.cabmphandbooks.com California Storm Water Best Management Practice Handbooks, Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser& McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. King County Stormwater Pollution Control Manual. Best Management Practices for Businesses. King County Surface Water Management. July 1995. On-line:http://dnr.metrokc.gov/wlr/dss/spcm.htm Stormwater Management Manual for Western Washington. Volume IV Source Control BMPs. Prepared by Washington State Department of Ecology Water Quality Program. Publication No.99-14. August 2001. IC7 Landscape Maintenance 3 ��2 Water Quality Handbook for Nurseries. Oklahoma Cooperative Extension Service. Division of Agricultural Sciences and Natural Resources. Oklahoma State University. E-951. September 1999. For additional information contact: County of Orange/OC Watersheds Main: (714)955-0600 24 hr Water Pollution Hotline: 1-877-89-SPILL or visit our website at www.ocwatersheds.com IC7 Landscape Maintenance 4 122 IC21. WASTE HANDLING AND DISPOSAL Best Management Practices(BMPs) MINIMUM BEST MANAGEMENT PRACTICES Pollution Prevention/Good Housekeenino A BMP is a technique,measure or structural control that is . Prevent waste materials from coming in direct used for a given set of conditions to improve the quality of contact with wind or rain. . the stormwater runoff in a cost effective manner'. The • Keep waste collection areas clean, minimum required BMPs for this activity are outlined in the • Secure solid waste containers when not in use. box to the right. Implementation of pollution . Regularly inspect,repair,and/or replace waste prevention/good housekeeping measures may reduce or containers. eliminate the need to implement other more costly or • Use all of a product before disposing of the complicated procedures. Proper employee training is key container. to the success of BMP implementation. • Label and store hazardous wastes according to hazardous waste regulations. The BMPs outlined in this fact sheet target the following Stencil storm drains pollutants: Trainin • Train employees on these BMPs,storm water Targeted Constituents discharge prohibitions,and wastewater discharge Sediment x requirements. Nutrients x • Provide on-going employee training in pollution prevention. Floatable Materials _x Metals x Bacteria x Oil&Grease x Organics&Toxicants x Pesticides x Oxygen Demandin x Provided below are specific procedures associated with each of the minimum BMPs along with procedures for additional BMPs that should be considered if this activity takes place at a facility located near a sensitive waterbody. In order to meet the requirements for medium and high priority facilities,the owners/operators must select,install and maintain appropriate BMPs on site. Since the selection of the appropriate BMPs is a site-specific process,the types and numbers of additional BMPs will vary for each facility. 1. Prevent waste materials from coming in direct contact with wind or rain. • Cover the waste management area with a permanent roof, • If this is not feasible, cover waste piles with temporary covering material such as reinforced tarpaulin, polyethylene, polyurethane, polypropylene,or hypalon. • Cover dumpsters to prevent rain from washing out waste materials. 2. Design waste handling and disposal area to prevent stormwater runon. • Enclose the waste handling and disposal area or build a berm around it. • Position roof downspouts to direct stormwater away from waste handling and disposal area. 3. Design waste handling and disposal area to contain spills. • Place dumpsters or other waste receptacles on an impervious surface. • Construct a berm around the area to contain spills. • Install drains connected to the public sewer or the facility's process wastewater system within these contained areas. DO NOT discharge to a public sewer until contacting the local sewer authority to find out if pretreatment is required. EPA"Preliminary Data Summary of Urban Stormwater Best Management Practices" IC21 Waste Handling and Disposal 1 . 1�3 4. Keep waste collection areas clean. • When cleaning around waste handling and disposal areas use dry methods when possible (e.g.sweeping, use of absorbents). • If water must be used,collect water and discharge to the sewer if permitted to do so. DO NOT discharge to a public sewer until contacting the local sewer authority to find out if pretreatment is required. If discharge to the sanitary sewer is not allowed,pump water to a tank and dispose of properly. • Post"No Littering"signs. 5. Secure solid waste containers when not in use. 6. Regularly inspect, repair,and/or replace waste containers. 7. Do not fill waste containers with washout water or any other liquid. 8. Use all of a product before disposing of the container. 9. Segregate wastes by type and label and date wastes. • Do not mix wastes;this can cause chemical reactions, make recycling impossible,and complicate disposal. • Ensure that only appropriate solid wastes are added to solid waste containers. • Certain wastes such as hazardous wastes, appliances,fluorescent lamps, pesticides, etc. may not be disposed of in solid waste containers. 10. Label and store hazardous wastes according to hazardous waste regulations. • Consult your local hazardous waste agency or Fire Department for details. • Obtain a hazardous waste generator license or permit if necessary. 12. Minimize waste. • Recycle materials whenever possible. • Modify processes or equipment to increase efficiency. • Identify and promote use of non-hazardous alternatives. • Reduction in the amount of waste generated can be accomplished using many different types of source controls such as: • Production planning and sequencing • Process or equipment modification • Raw material substitution or elimination • Loss prevention and housekeeping Waste segregation and separation • Close loop recycling • Establish a material tracking system to increase awareness about material usage. This may reduce spills and minimize contamination,thus reducing the amount of waste produced. Training 1. Train employees on these BMPs,storm water discharge prohibitions,and wastewater discharge requirements. 2. Train employees in proper waste handling and disposal. 3. Train employees on proper spill containment and cleanup. • Establish training that provides employees with the proper tools and knowledge to immediately begin cleaning up a spill. • Ensure that employees are familiar with the site's spill control plan and/or proper spill cleanup procedures. • Fact sheet ICI discusses Spill Prevention and Control in detail. IC2 t Waste Handling and Disposal 2 4. Establish a regular training schedule,train all new employees,and conduct annual refresher training. 5. Use a training log or similar method to document training. Stencil storm drains Storm drain system signs act as highly visible source controls that are typically stenciled directly adjacent to storm drain inlets. Stencils should read"No Dumping Drains to Ocean". References California Storm Water Best Management Practice Handbook. Industrial and Commercial. 2003. www.cabmphandbooks.com California Storm Water Best Management Practice Handbooks, Industrial/Commercial Best Management Practice Handbook. Prepared by Camp Dresser&McKee, Larry Walker Associates, Uribe and Associates, Resources Planning Associates for Stormwater Quality Task Force. March 1993. Model Urban Runoff Program:A How-To Guide for Developing Urban Runoff Programs for Small Municipalities. Prepared by City of Monterey, City of Santa Cruz,California Coastal Commission, Monterey Bay National Marine Sanctuary,Association of Monterey Bay Area Governments,Woodward-Clyde, Central Coast Regional Water Quality Control Board. July 1998(Revised February 2002 by the California Coastal Commission). For additional information contact: County of Orange/OC Watersheds Main: (714)955-0600 24 hr Water Pollution Hotline: 1-877-89-SPILL or visit our website at www.ocwatersheds.com IC21 Waste Hindlhw and Disposal 3 Storm Drain Signage SD-13 Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage 0 Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey a� Description Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Storm drain signs and stencils are highly visible source controls that are typically placed directly adjacent to storm drain inlets. Approach The stencil or affixed sign contains a brief statement that prohibits dumping of improper materials into the urban runoff conveyance system. Storm drain messages have become a popular method of alerting the public about the effects of and the prohibitions against waste disposal. Suitable Applications Stencils and signs alert the public to the destination of pollutants discharged to the storm drain. Signs are appropriate in residential,commercial,and industrial areas, as well as any other area where contributions or dumping to storm drains is likely. Design Considerations Storm drain message markers or placards are recommended at all storm drain inlets within the boundary of a development project. The marker should be placed in clear sight facing toward anyone approaching the inlet from either side. All storm drain inlet locations should be identified on the development site map. Designing New Installations The following methods should be considered for inclusion in the project design and show on project plans: ■ Provide stenciling or labeling of all storm drain inlets and catch basins,constructed or modified,within the project area with prohibitive language. Examples include"NO DUMPING \WDM\I1b Hl\n\\If+ January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com 120 SD-13 Storm Drain Signage - DRAINS TO OCEAN" and/or other graphical icons to discourage illegal dumping. ■ Post signs with prohibitive language and/or graphical icons,which prohibit illegal dumping at public access points along channels and creeks within the project area. Note- Some local agencies have approved specific signage and/or storm drain message placards for use. Consult local agency stormwater staff to determine specific requirements for placard types and methods of application. Redeveloping Existing Installations Various jurisdictional Stormwater management and mitigation plans(SUSMP, WQMP,etc,) define "redevelopment" in terms of amounts of additional impervious area,increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. If the project meets the definition of"redevelopment",then the requirements stated under" designing new installations"above should be included in all project design plans. -- Additional Information Maintenance Considerations ■ Legibility of markers and signs should be maintained. If required by the agency with jurisdiction over the project,the owner/operator or homeowner's association should enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibility of placards or signs. Placement ■ Signage on top of curbs tends to weather and fade. ■ Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms. Supplemental Information Examples ■ Most M84 programs have storm drain signage programs. Some M84 programs will provide stencils, or arrange for volunteers to stencil storm drains as part of their outreach program. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2oo2. Model Standard Urban Storm Water Mitigation Pian (SUSMP)for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) .for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003, Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www,cabmphandbooks.coni TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV.2. Miscellaneous BMP Design Element Fact Sheets (MISC) MISC-1:Planting/Storage Media Bioretention soil media Planting and storage media is a critical design element for (BSM) several common BMP types, including bioretention, bioinfiltration, swales, filter strips, and greenroofs. This fact sheet is intended to be used as referenced from these fact sheets. General Design Criteria • Planting/storage media should be designed to achieve the long term hydraulic design requirements associated with the design of the facility(i.e., design K.,). • The planting media shall be designed to address pollutants of concern at the design hydraulic capacity. Street-end biofiltration with • Bioretention soil shall also support vigorous plant growth. planting/storage media • Planting media should consist of 60 to 80%fine sand Source:City of Portland and 20 to 40%compost. • Planting media for projects draining to nutrient sensitive receiving water should adhere to recommendations for nutrient sensitive planting media provided below. Sand • Sand should be free of wood, waste, coating such as clay, stone dust, carbonate, etc., or any other deleterious material. All aggregate passing the No. 200 sieve size should be non-plastic. Sand for bioretention should be analyzed by an accredited lab using#200,#100, #40,#30,#16, #8,#4, and 3/8 sieves(ASTM D 422 or as approved by the local permitting authority)and meet the following gradation (Note:all sands complying with ASTM C33 for fine aggregate comply with the gradation requirements below): % Passing (by weight) Sieve Size (ASTM D422) Minimum Maximum 3/8 inch 100 100 #4 90 100 #8 70 100 #16 40 95 #30 15 70 #40 5 55 #100 0 15 #200 0 5 XIV-15 December 20,2013 122 TECHNICAL GUIDANCE DOCUMENT APPENDICES • Note:the gradation of the sand component of the media is believed to be a major factor in the hydraulic conductivity of the media mix. If the desired hydraulic conductivity of the media cannot be achieved within the specified proportions of sand and compost(#2), then it may be necessary to utilize sand at the coarser end of the range specified in the table above ("minimum"column). Go"mpost s, , Compost should be a well decomposed, stable,weed free organic matter source derived from waste materials including yard debris, wood wastes, or other organic materials not including manure or biosolids meeting standards developed by the US Composting Council (USCC). The product shall be certified through the USCC Seal of Testing Assurance (STA) Program (a compost testing and information disclosure program). Compost quality should be verified via a lab analysis to be: • Feedstock materials shall be specified and include one or more of the following: landscape/yard trimmings,grass clippings, food scraps, and agricultural crop residues. • Organic matter: 35-75% dry weight basis. • Carbon and Nitrogen Ratio: 15:1 < C:N <25:1 • Maturity/Stability: shall have dark brown color and a soil-like odor. Compost exhibiting a sour or putrid smell, containing recognizable grass or leaves, or is hot(120 F)upon delivery or rewetting is not acceptable. • Toxicity: any one of the following measures is sufficient to indicate non-toxicity: o NH4:NH3 < 3 o Ammonium <500 ppm, dry weight basis o Seed Germination > 80% of control o Plant trials> 80% of control • Solvita>5 index value • Nutrient content: o Total Nitrogen content 0.9%or above preferred o Total Boron should be <80 ppm, soluble boron <2.5 ppm • Salinity: <6.0 mmhos/cm • pH between 6.5 and 8 (may vary with plant palette) • Compost for bloretention should be analyzed by an accredited lab using#200, 1/4 inch, '/3 inch, and 1 inch sieves (ASTM D 422 or as approved by the local permitting authority) and meet the following gradation: % Passing (by weight) Sieve Size (ASTM D422) Minimum Maximum 1 inch 99 100 inch 90 100 '/a inch 40 90 #200 2 10 XIV-16 December 20,2013 TECHNICAL GUIDANCE DOCUMENT APPENDICES • Tests should be sufficiently recent to represent the actual material that is anticipated to be delivered to the site. If processes or sources used by the supplier have changed significantly since the most recent testing, new tests should be requested. • Note:the gradation of compost used in bioretention media is believed to play an important role in the saturated hydraulic conductivity of the media.To achieve a higher saturated hydraulic conductivity, it may be necessary to utilize compost at the coarser end of this range("minimum" column). The percent passing the#200 sieve (fines) is believed to be the most important factor in hydraulic conductivity. In addition, a coarser compost mix provides more heterogeneity of the bioretention media, which is believed to be advantageous for more rapid development of soil structure needed to support health biological processes.This may be an advantage for plant establishment with lower nutrient and water input. l�lUlch y �, Iz1✓ s' d } Fg F • Planting area should generally be covered with 2 to 4 inches (average 3 inches)of mulch at the start and an additional placement of 1 to 2 inches of mulch should be added annually. The intention is that to help sustain the nutrient levels, suppress weeds, retain moisture, and maintain infiltration capacity. • For nutrient-sensitive planting/storage media design, inorganic mulch such as gravel, may be used. Planting/Storage lyletlia"De fgnorNufirtenf.Sensifive Recervrng;Waters Where the BMP discharges to receiving waters with nutrient impairments or nutrient TMDLs, the planting media placed should be designed with the specific goal of minimizing the potential for initial and long term leaching of nutrients from the media. In general, the potential for leaching of nutrients can be minimized by: u Utilizing stable, aged compost(as required of media mixes under all conditions). o Utilizing other sources of organic matter, as appropriate, that are safe, non-toxic, and have lower potential for nutrient leaching than compost. c Reducing the content of compost or other organic material in the media mix to the minimum amount necessary to support vigorous plant growth and healthy biological processes. • A landscape architect should be consulted to assist in the design of planting/storage media to balance the interests of plant establishment, water retention capacity(irrigation demand), and the potential for nutrient leaching. The following practices should be considered in developing the media mix design: o The actual nutrient content and organic content of the selected compost source should be considered when specifying the proportions of compost and sand. The compost specification allows a range of organic content over approximately a factor of 2 and nutrient content may vary more widely. Therefore determining the actual organic content and nutrient content of the compost expected to be supplied is important in determining the proportion to be used for amendment. o A commitment to periodic soil testing for nutrient content and a commitment to adaptive management of nutrient levels can help reduce the amount of organic amendment that must be provided initially. Generally, nutrients can be added planting areas through the addition of organic mulch, but cannot be removed. o Plant palettes and the associated planting mix should be designed with native plants where possible. Native plants generally have a broader tolerance for nutrient content, and can be longer lived in leaner/lower nutrient soils. An additional benefit of lower nutrient levels is that native plants will generally have less competition from weeds. XIV-17 December 20,2013 ISO TECHNICAL GUIDANCE DOCUMENT APPENDICES o Nutrients are better retained in soils with higher cation exchange capacity(CEC). CEC can be increased through selection of organic material with naturally high CEC, such as peat, and/or selection of inorganic material with high CEC such as some sands or engineered minerals(e.g., low P-index sands, zeolites, rhyolites, etc). Including higher CEC materials would tend to reduce the net leaching of nutrients. o Sail structure can be more important than nutrient content in plant survival and biologic health of the system. If a good soil structure can be created with very low amounts of compost, plants survivability should still be provided. Soil structure is loosely defined as the ability of the soil to conduct and store water and nutrients as well as the degree of aeration of the soil. While soil structure generally develops with time, planting/storage media can be designed to promote earlier development of soil structure. Soil structure is enhanced by the use of amendments with high hummus content(as found in well-aged organic material). In addition, soil structure can be enhanced through the use of compostlorganic material with a distribution of particle sizes (i.e., a more heterogeneous mix). Finally, inorganic amendments such as polymer beads may be useful for promoting aeration and moisture retention associated with a good soil structure. An example of engineered soil to promote soil structure can be found here: http J/www.hort.cornell.edu/uhi/outreach/p dfs/custructuralsoi lwe by df.p df o Younger plants are generally more tolerant of lower nutrient levels and tend to help develop soil structure as they grow. Starting plants from smaller transplants can help reduce the need for organic amendments and improve soil structure. The project should be able to accept a plant mortality rate that is somewhat higher than starting from larger plants and providing high organic content. • With these considerations, it is anticipated that less than 10 percent compost amendment could be used, while still balancing plant survivability and water retention. We wish to express our gratitude to following individuals for their feedback on the design of planting/storage media for nutrient sensitive receiving waters in Southern California. Deborah Deets, City of Los Angeles Bureau of Sanitation Drew Ready, LA and San Gabriel Rivers Watershed Council Rick Fisher, ASLA, City of Los Angeles Bureau of Engineering Dr. Garn Wallace, Wallace Laboratories Glen Dake, GDML Jason Schmidt, Tree People The guidance provided herein does not reflect the individual opinions of any individual listed above and should not be cited or otherwise attributed to those listed. Selecting Plants for PlantingLStorage Media • Plant materials should be tolerant of summer drought, ponding fluctuations, and saturated soil conditions for 48 to 96 hours. • It is recommended that a minimum of three types of tree, shrubs, and/or herbaceous groundcover species be incorporated to protect against facility failure due to disease and insect infestations of a single species. • Native plant species and/or hardy cultivars that are not invasive and do not require chemical inputs should be used to the maximum extent feasible. f XIV-18 December 20,201.3 232 REVIRU !J BIOgElFN110NWT1 UE..MIN SV.El.OIPEOPOR IPECTION oNCPE,E X ,Pa wsOXna.EEalrvr -_, ,_ .,• roue r w w� 1.11 srs �oNMEPc�ons cElcaa \ 56,2 FF AAEU / ary rs is LM.EPARA NB ss� ✓Im1n APenaaay.- 0OR.12,mt sF H; N avrPEnmr EF AE iusam aenntm®.ow MF TREA7REMT VOLUME AREA'POVIDED-421 SF (E) RESIDENTIAL DEVELOPMENT VLAMALAV AREERRA o� 1N woMP�,NI - oa J� BIOPEIEMIpi WM1H I1IAEPOPIIXS ' NEWT ERCa..CRIIPEU Exhibit D Water and Wastewater Generation Memorandum 133 Lr 0®©0 0 0 0 0®® 5161 California Avenue.Suite 100,Irvine,California 92617 1�� p. 949261 1001 1. 939 Ho i I g00i/ W. Ipninr,.com e.Ipapaint com November 18, 2015 Makana Nova CITY OF NEWPORT BEACH 100 Civic Center Dr. P. O. Box 1768 Newport Beach, CA 92658 Re: Environmental Nature Center Preschool - Minor Use Permit No. UP2015-020 and Traffic Study No. TS2015-001 Application No: PA2015-079 LPA Project No. 1405020 Dear Carol: Below is LPA's response to the Plan Check Review comments: COMMENT#1 CEOA Analysis The following information or studies are requested to supplement the CEQA analysis: b. Provide water and waste water generation factors for the estimated use of the proposed project and the prior use of the project site. Refer to the site plan for UP3225A, attached, which authorized a 24-hour care 34 bed disturbed children's care facility with 30 employees (10,305 square feet including an administrative building and portable building). This information can be provided in memorandum format. Refer to the attached example memorandum, which utilizes OCSD flow factors to estimate wastewater and water generation for the site. LPA RESPONSE: The prior proposed use for the site was a 24-hour care 34 bed disturbed children's care facility with 30 employees (10,305 square feet including an administrative building and portable building). This would fall under the'Medium/High Density Residential' and the Orange County Sanitation District flow factor for would have been 5474 gpd/acre or approximately 8211 gpd for the 1.5 acre site. The ENC Preschool should be considered as 0.5 acres of commercial/institutional with an OCSD flow factor of 2262 gpd/acre,or 1,131 gpd,along with 1 acre of recreation/ open space with OCSD flow factor of 129 gpd,for a total of approximately 1260 gpd. By these calculations,the proposed waste water generation of the Project (1260 gpd) is substantially less than the previously approved project (8211 gpd). 134 Tp� Carol McDermott ■ ■ A Environmental Nature Center Preschool Application No. PA2015-079 Page 2 Minor Use Permit No. UP2015-020 and Traffic Study No.TS2015-001 LPA PROJECT NO. The prior proposed use for the site was a 24-hour care 34 bed disturbed children's care facility with 30 employees (10,305 square feet including an administrative building and portable building). This would fall under the`Medium/High Density Residential' and the Orange County Sanitation District flow factor for would have been 5474 gpd/acre for the 1.5 acre site. 1.5 Acres x 5,474 GPD/Acre = 8,211 GPD x 110% = 9,032 GPD or 6.27 GPM Peak Demand factor number; City of Newport Beach"Design Criteria Manual" is 2.13 6.27 GPM x 2.13 = 13.4 GPM of domestic water usage at peak demand. For domestic water generation the ENC Preschool should be considered as 1.5 total acres and calculated below as an "average demand". 1.5 Acres x 2,262 GPD/Acre = 3,393 GPD x 110% = 35732 GPD or 2.59 GPM Peak Demand factor number; City of Newport Beach"Design Criteria Manual"is 2.13 2.59 GPM x 2.13 = 5.52 GPM of domestic water usage at peak demand. The project site is currently a vacant lot and buildings used above for prior use calculations were demolished in 2007. Sincerely, LPA, Inc. vV Erik Ring, PE Principal cc: Ti Than, LPA Daryl Robinson, Griffin Holdings 2S5 V� QP �P IS Attachment No. PC 6 Traffic Impact Analysis 137 V� Q� `-� �,P �� P ,`�O �� 23g Traffic Impact Analysis ENC PRE-SCHOOL PROJECT CITY OF NEWPORT BEACH Prepared by 1 Project No. 14078-002 Submitted July 28, 2015 DKS Associates Jeffrey Heald, P.E. Rohit Itadkar, T.E. Marlo Maynigo, E.I.T. 2677 North Main Street Suite 520 Santa Ana, CA Telephone (714) 597-8060 Facsimile (714) 597-1339 139 TABLE OF CONTENTS 1.0 INTRODUCTION.....................................................................................................................................2 Purpose and Objectives of the TIA......................................................................................................2 AnalysisScenarios..................................................................................................................................2 SiteLocation and Study Area...............................................................................................................3 Methodology..........................................................................................................................................5 2.0 EXISTING CONDITIONS.........................................................................................................................7 Existing Traffic Conditions...... ............................................. ...............................7 Roadways................................................................................................................................................7 3.0 PROJECT DESCRIPTION.......................................................................................................................14 Project Size and Description ..............................................................................................................14 ProjectTraffic.......................................................................................................................................14 Existing(2015) Plus Project................................................................................................................15 4.0 FUTURE (2018)CONDITIONS.............................................................................................................19 Future (2018) Plus Approved Projects Plus Growth No Project-TPO Analysis.........................19 Future (2018) Plus Approved Plus Growth Plus Project-TPO Analysis.......................................23 Future (2018) Plus Approved Plus Cumulative Plus Growth No Project-CEQA Analysis.........26 Future (2018) Plus Approved Plus Cumulative Plus Growth Plus Project-CECIA Analysis......30 5.0 CALTRANS METHODOLOGY ANALYSIS............................................................................................32 7.0 CONGESTION MANAGEMENT PROGRAM (CMP)CONSISTENCY................................................34 8.0 SITE PLAN REVIEW..............................................................................................................................34 9.0 CONCLUSION........................................................................................................................................35 APPENDIX.............................................................................................................................................36 APPENDICES Appendix A—Raw Turning Movement Counts Appendix B—Regional Growth Percentages Appendix C—Existing (2015) Intersection Level of Service Worksheets Appendix D—Existing (2015) Plus Project Intersection Level of Service Worksheets Appendix E—Approved Projects Appendix F—Future (2018) Plus Approved Plus Growth Intersection Level of Service Worksheets-TPO Appendix G—TPO Analysis One Percent Threshold Calculation Worksheets Appendix H—Future (2018) Plus Approved Plus Growth Plus Project Intersection Level of Service Worksheets-TPO Appendix I—Cumulative Projects Appendix J—Future (2018) Plus Approved Plus Cumulative Plus Growth Intersection Level of Service Worksheets-CEQA Appendix K—Future (2018) Plus Approved Plus Cumulative Plus Growth Plus Project Intersection Level of Service Worksheets-CEQA Appendix L—Existing (2015) No Project and Plus Project Intersection Level of Service Worksheets (HCM Methodology) Appendix M—Future (2018) Plus Approved Plus Cumulative Plus Growth No Project and Plus Project Intersection Level of Service Worksheets (HCM Methodology) ENC Pre-School TIA 140 1.0 INTRODUCTION The following presents the Traffic Impact Analysis (TIA) prepared by DKS Associates (DKS) for a proposed pre-school project which will serve 72 students and 10 employees. The existing site is 7,300 square feet which is all currently vacant. The project is located on the west side of Dover Drive south of 16`h Street in Newport Beach, California. This TIA has been prepared consistent with the policies of the City of Newport Beach Traffic Phasing Ordinance (TPO) requirements, California Environmental Quality Act (CEQA), discussions with the City staff of Newport Beach and Costa Mesa, and methodologies from the Institute of Transportation Engineers (ITE) manuals. Purpose and Objectives of the TIA Based on discussions with the City, the purpose of this TIA is to evaluate the traffic and circulation impacts of the proposed project. The study objectives of this TIA include: • Documentation of existing traffic conditions and future traffic conditions corresponding to the "future year' (existing plus ambient growth) of the proposed project when it would be completely built-out and fully occupied one year after the project completion.The project completion year is 2017. • Conduct capacity and performance analysis of the study intersections based on the City of Newport Beach TPO and CEQA requirements. Analysis Scenarios Based on discussions with the City, the analysis was conducted at the study intersections for the following scenarios as part of the TIA: 1) Existing (2015) Conditions 2) Existing (2015) Conditions Plus Project 3) Future (2018) Plus Approved Projects Plus Growth (No Project Conditions) -TPO 4) Future (2018) Plus Approved Projects Plus Growth Plus Project Conditions-TPO 5) Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth (No Project Conditions) - CEQA 6) Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth Plus Project Conditions - CEQA 7) Future (2018) Plus Approved Projects Plus Growth Plus Project Conditions Plus Mitigation (if required) -TPO 8) Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth Plus Project Conditions Plus Mitigation (if required) - CEQA ENC Pre-School TIA 2 1'4'1 Site Location and Study Area The project site is located in the City of Newport Beach on the west side of Dover Drive south of 16th Street. The TPO requires analyzing primary intersections within the project vicinity (see Appendix A of the TPO). Since the location of the project site is near the city limits of Newport Beach and Costa Mesa, intersections located in both the City of Newport Beach and the City of Costa Mesa are included in the analysis. Regional access is provided by Coast Highway (SR-1). Based on discussions with the City of Newport Beach and Costa Mesa, the project's traffic related impact will be evaluated at following intersections: 1) Riverside Avenue/West Coast Highway (City of Newport Beach/Caltrans) 2) Tustin Avenue/West Coast Highway (City of Newport Beach/Caltrans) 3) Irvine Avenue/19th Street/Dover Drive (City of Newport Beach/City of Costa Mesa) 4) Irvine Avenue/17th Street/Westcliff Drive (City of Newport Beach/City of Costa Mesa) 5) Dover Drive/Westcliff Drive (City of Newport Beach) 6) Dover Drive/161h Street (City of Newport Beach) 7) Dover Drive/West Coast Highway (City of Newport Beach/Caltrans) 8) Bayside Drive/West Coast Highway (City of Newport Beach/Caltrans) 9) Tustin Avenue/171h Street (City of Costa Mesa) Figure 1 illustrates the project site location and study intersections. ENC Pre-School TIA 3 142 JyT y� 3 j8T y� 9 1 SP �i T FST 5 ISTy JT \Q,��F'P oo,�Q P� Project 6 Site sLNways 1Q �e 2 CLIFF DR DE DR �P � CO, yam, 7 8 LEGEND #O-Study Intersection Project Site and Study Intersections N Methodology Per consultation with the City, and the review of the City of Newport Beach Traffic Phasing Ordinance (TPO), the analysis of signalized intersections was performed using the Intersection Capacity Utilization (ICU) methodology. The City of Newport Beach requires the analysis of all study intersections based on ICU methodology as part of the TIA. Intersections under the jurisdiction of Caltrans require the analysis to be performed using the HCM methodology. The assessment of intersection conditions addresses level of service (LOS), in terms of volume-to-capacity (V/C) ratio for ICU analysis for signalized intersections. The Traffix Version 8 software package was used to determine intersection LOS based on ICU methodology and HCM methodology for the all study intersections. Brief level of service definitions along with the corresponding volume to capacity ratio for the ICU methodology and corresponding control delay for the HCM methodology for signalized intersections are shown in Tables Al and A2, respectively. The degree of congestion at an intersection is described by the level of service, which ranges from LOS A to LOS F, with LOS A representing free-flow conditions with little delay and LOS F representing over-saturated traffic flow throughout the peak hour. Table B provides a description of each specific level of service grade (LOS A through LOS F). Table Al—Level of Service Definitions for Signalized Intersections Based on ICU V/C Level of Service WC Ratio A 0.00-0.60 B 0.61-0.70 C 0.71-0.80 D 0.81-0.90 E 0.91-1.00 F 1.01 or greater SOURCE:Orange County Congestion Management Plan,2013 Table A2—Level of Service Definitions for Signalized Intersections Based on HCM Delay Level of Service Delay per Vehicle(in seconds) A <0-10 B >10-20 C >20-35 D >35-55 E >55-80 F >80 SOURCE:Highway Capacity Manual,Transportation Research Board,Special Report No.209, Washington,D.C.,2000. ENC Pre-School TIA 5 244 Table B—Level of Service Descriptions LOS Description A No approach phase is fully utilized by traffic,and no vehicle waits longer than one red indication. Typically,the approach appears quite open,turns are made easily,and nearly all drivers find freedom of operation. B This service level represents stable operation,where an occasional approach phase is fully utilized and a substantial number are nearing full use. Many drivers begin to feel restricted within platoons of vehicles. C This level still represents stable operating conditions. Occasionally drivers may have to wait through more than one red signal indication,and backups may develop behind turning vehicles. Most drivers feel somewhat restricted,but not objectionably so. D This level encompasses a zone of increasing restriction approaching instability at the intersection. Delays to approaching vehicles may be substantial during short peaks within the peak period; however,enough cycles with lower demand occur to permit periodic clearance of developing queues,thus preventing excessive backups. E Capacity occurs at the upper end of this service level. It represents the most vehicles that any particular intersection approach can accommodate. Full utilization of every signal cycle is seldom attained no matter how great the demand. F This level describes forced flow operations at low speeds,where volumes exceed capacity. These conditions usually result from queues of vehicles backing up from a restriction downstream. Speeds are reduced substantially,and stoppages may occur for short or long periods of time due to the congestion. In the extreme case, both speed and volume can drop to zero. SOURCE: Highway Capacity Manual,Transportation Research Board,Special Report No.209,Washington,D.C., 2000. ENC Pre-School TIA 6 145 Significance Criteria Based on the review of the TPO for both the City of Newport Beach and the City of Costa Mesa General Plan, the acceptable level of service for all study intersections is LOS D. For intersections under the Congestion Management Program (CMP), the acceptable level of service is LOS E. The "significant" traffic impact for study intersections in the City of Newport Beach and Costa Mesa requires an increase in 0.01 or more project related v/c for intersections already operating at unacceptable (E or F) level of service in the no project conditions. Also, if the project causes an intersection which is operating at an acceptable level of service in the no project conditions, to operate at unacceptable level of service (E or F); it is a "significant' traffic impact for that intersection. For intersections under the jurisdiction of Caltrans, the significant impact criteria are based on the 'Caltrans Guide for the Preparation of Traffic Impact Studies' document. Caltrans maintains a target LOS at the transition between LOS C and LOS D using the HCM methodology. The project impact on a Caltrans intersection would be significant if the project either causes an intersection operating at LOS C to deteriorate to LOS D or worse or causes an intersection already operating at LOS D or worse to deteriorate to a worse Level of Service. 2.0 EXISTING CONDITIONS Existing Traffic Conditions Roadways Regional access to the project vicinity is provided by West Coast Highway (SR-1) located south of the site. Local access is provided via Dover Drive and 16`h Street immediately adjacent to the project site. The following describes the existing roads in the study area. West Coast Highway West Coast Highway is a four-lane divided roadway between Riverside Avenue and Dover Drive and a five-lane divided roadway between Dover Drive and Bayside Drive. It is located south of the project site. In the study area, West Coast Highway is signalized at intersections with Riverside Avenue, Tustin Avenue, Balboa Bay Way, Dover Drive and Bayside Drive. On-street parking is permitted at some locations along the roadway. The speed limit is 40 MPH west of Tustin Avenue and 40 MPH between Tustin Avenue and Bayside Drive. West Coast Highway is under the jurisdiction of Caltrans. ENC Pre-School TIA 7 140 Dover Drive/19th Street Dover Drive/19th Street is a four-lane divided roadway located east of the project site. There are two right-turn in, right-turn out access driveways to the project site along Dover Drive south of the 16th Street intersection. 19th Street changes to Dover Drive at the Irvine Avenue intersection. In the study area, Dover Drive/19th Street is signalized at the intersections with Irvine Avenue, Westcliff Drive, 16th Street, Cliff Drive and West Coast Highway. On-street parking is only permitted near the Irvine Avenue intersection. This roadway contains both northbound and southbound bike lanes. The speed limit is 45 miles per hour (MPH) from West Coast Highway to Westcliff Drive, 35 miles per hour from Westcliff Drive to Mariners Drive, and 30 miles per hour from Mariners Drive to Irvine Avenue. Riverside Avenue Riverside Avenue varies between a three-lane and four-lane undivided roadway located west of the project site. In the study area, Riverside Drive is signalized at an intersection with West Coast Highway. This intersection will be analyzed as part of the study. On- street parking is not permitted near the vicinity of the intersection. This roadway contains both northbound and southbound bike lanes. The speed limit is 30 miles per hour (MPH). Tustin Avenue In the study area, Tustin Avenue is observed at two different locations: the intersections with West Coast Highway and 17th Street. These signalized intersections will be analyzed as part of the study. At the West Coast Highway intersection, Tustin Avenue is a two- lane undivided roadway located west of the project site. At the 17th Street intersection, Tustin Avenue is a two-lane undivided roadway located north of the project site. This intersection has a left-turn lane at the south leg and a left-turn lane and a right-turn lane on the north leg. On-street parking is permitted along both stretches of Tustin Avenue included in the study area. The speed limit is 25 miles per hour (MPH) at both locations. Irvine Avenue Irvine Avenue is a four-lane divided roadway located west of the project site. In the study area, Irvine Avenue is signalized at the intersections with Dover Drive/19th Street and 17th Street/Westcliff Drive. These intersections will be analyzed as part of our study. On-street parking is not permitted along the roadway. There are dual left-turn lanes at the north and south legs of the Irvine Avenue/171h Street/Westcliff Drive intersection. The Irvine Avenue/Dover Drive/19th Street intersection contains one left-turn lane on the north and south legs. Irvine Avenue contains both northbound and southbound bike lanes. The speed limit is 35 miles per hour (MPH) from 16th Street to 17th Street/Westcliff Drive, 40 miles per hour from 17th Street/Westcliff Drive to Dover Drive, and 40 miles per hour from Dover Drive to Santiago Drive. ENC Pre-School TIA 8 2'4 16th Street 16th Street is a two-lane undivided roadway located directly north of the project site. There is a driveway along 16th Street west of Dover Drive that accesses the project site through an adjacent site. In the study area, 16th Street is signalized at the intersection with Dover Drive, which will be analyzed as part of the study. On-street parking is permitted along the roadway. The speed limit is 35 miles per hour (MPH). 17th Street/Westcliff Drive 17th Street/Westcliff Drive is a four-lane divided roadway located north of the project site. In the study area, 17th Street/Westcliff Drive is signalized at intersections with Irvine Avenue, Dover Drive, and Tustin Avenue. These intersections will be analyzed as part of the study. 17th Street turns into Westcliff Drive at the Irvine Avenue intersection. On-street parking is not permitted along the stretch of 17th Street/Westcliff Drive included in the study area. The speed limit is 35 miles per hour (MPH). Bayside Drive Bayside Drive is a four-lane undivided roadway south of East Coast Highway and a two- lane undivided roadway north of East Coast Highway. The roadway is located southeast of the project site. In the study area, Bayside is signalized at the intersection with East Coast Highway. This intersection will be analyzed as part of the study. On-street parking is permitted along the roadway north of East Coast Highway. This roadway contains both northbound and southbound bike lanes south of East Coast Highway. The speed limit is 40 miles per hour (MPH) south of East Coast Highway. Figure 2 and Figure 3 illustrate the proposed project site plan and existing lane configurations at the study intersections respectively. ENC Pre-School TIA 9 248 ay= c i• a� 1 Site Plan rvo srnh Source: LPA,Inc. �9T H IBTy Key Map T P (b`JVJ PSP �sr �P No Scale P JST �F,fj 'CJS�a ysT FFFo 9 J �QS�QE AV Project $ catiTaWM5 1 site LN 2 Ovk> OR 7 h'fSTCOASTytyl, 8 Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr. Ove FfT``/F, MVI IA East-West East North-South Left Turns Protected Left Tums Protected Left Tums Protected Q,Irvine Ave./17th SUWestcliff Dr. 5,Dover DrNyestcliff Dr. 6,Dover Dr./16th St. x Vt North-South All Left Turns Protected Left Tums Protected 7,Dover DrlWest Coast Hwy. $,Bayside Dr✓East Coast Hwy. 9, Tustin Ave✓17th St. Free Ir 1 �1t* 41� i North-South Split North-South Split East-West East-West Left Tums Protected East-West Left Turns Protected Left Tums Protected/Permitted LEGEND *?-Study Intersection 4- Stop Sign Existing (2015) Lane Configurations - Traffic Signal Lane Configuration and Intersection Operations x - Defacto Right Turn Traffic Volumes Existing traffic volumes at all study intersections in the City of Newport Beach were collected in 2012, 2013, 2014 and 2015. These counts were obtained from the City and were adjusted by applying a 1% growth rate (on arterials only) per year based on the rates obtained from the City. The counts were adjusted by adding growth rate until the year 2015. For the intersection in the City of Costa Mesa, the counts were conducted in June 2015. The peak hours were determined by combining the four highest adjacent 15 minute periods during the AM peak period (7:00-9:00 AM) and the PM peak period (4:00-6:00 PM) at the intersections. Figure 4 illustrates the existing AM and PM peak hour traffic volumes at the study intersections. The actual counts are provided in the Appendix A. The regional growth rates obtained from the City are provided in Appendix B. Level of Service The existing level of service has been evaluated at the study intersections based on the ICU methodology. The LOS summary for intersections is shown in Table C. As shown in Table C, all intersections operate at LOS D or better. Intersection LOS calculation sheets are provided in Appendix C. Table C: Existing (2015) Intersection Level of Service Summary AM Peak Hour PM Peak Hour Intersection V/C LOS V/C LOS 1. Riverside Avenue/West Coast Highway 0.778 C 0.794 C 2. Tustin Avenue/West Coast Highway 0.768 C 0.614 B 3. Irvine Avenue/19th Street/Dover Drive 0.534 A 0.697 B 4. Irvine Avenue/17th Street/Westcliff Drive 0.502 A 0.695 B 5. Dover Drive/Westcliff Drive 0.414 A 0.477 A 6. Dover Drive/16th Street 0.492 A 0.511 A 7. Dover Drive/West Coast Highway 0.623 B 0.782 C 8. Bayside Drive/East Coast Highway 0.699 B 0.666 B 9. Tustin Avenue/171Street 0.468 A 0.558 A ENC Pre-School TIA 12 151 �•9T H IBTy Key Map T P (b`JVJ PSP �sr �P No Scale P JST �F,fj ,�J`�a ysT FFFo 9 J �QS�QE AP Project $ Gu7AWAr 1 Site LN 2 7 �-1i, OR h'fSTCOASTyI,Y1, 8 Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr. \ phi Overlap mss, t!I />/� 59 /vim 6V S/�?S�7j5/��I ®1��2� ��5®`�• 13254 /� >y%>9/�J �1 East-West East North-South Left Turns Protected Left Tums Protected Left Tums Protected Q,Irvine Ave./17th SLIWestcliff Dr. 5,Dover DrNyestciitf Dr. 6,Dover Dr./16th St. 'p, Q2 /ffS% b56` />l 55/46 40 ti f 0J m North-South All Left Tums Protected Left Tums Protected 7,Dover Dr/West Coast Hwy. $,Bayside DrJEast Coast Hwy. 9, Tustin Ave117th St. Free ,mNnm N ®1402(033)25)05( �237(35)8(49) 3 61�\ \ /9iy CJI Sm92(69)Mftw, (123)1148 (145)33 954)2523 (1521)1880 (485)379• o \ � NorthSouth Split North-South SpX East-West East-West Left Tums Protected East-West Left Tums Protected Left Tums Protected/Permitted LEGEND F - Lane Configuration ' # Study Intersection AM(PM) - Peak Hour Traffic Volumes Existing (2015) Peak Hour - TraffcSignal m®m - Volume Turn Movement LeR•Thm•RgM Traffic Volumes �• Stop Sign * - Defacto Right Tum 3.0 PROJECT DESCRIPTION Project Size and Description Figure 2 illustrates the site plan of the proposed project. The proposed project would develop a 7,300 square foot pre-school. The existing site consists of vacant land located next to a retail area. The pre-school will serve 72 students and 10 employees. The project would provide two driveways directly to Dover Drive and one driveway to 16th Street through an adjacent site. The driveways along Dover Drive are right-turn in and right-turn out only. Project Traffic Trip Generation Trip generation estimates for the proposed project were developed using ITE trip rates per the Institute of Transportation Engineers' (ITE) Trip Generation, 9`h Edition. A summary of the trip generation rates and resulting vehicle trips from the proposed project is presented in Table D. Table D: Project Trip Generation Summary Land Use ITE Size Daily AM Peak Hour PM Peak Hour Code In Out Total In Out Total Trip Rates Day Care Center 565 1 per Stu 4.38 0.42 0.38 0.80 1 0.38 0.43 0.81 Trip Generation Proposed Project Day Care Center 565 1 72 1 Stu 315 30 27 57 27 31 58 Total Trips 315 30 27 57 27 31 58 ITE—Institute of Transportation Engineers ENC Pre-School TIA 14 1-53 Trip Distribution and Assignment Project trip distribution patterns were based on factors such as: 1) transportation facility characteristics that impact travel demand (i.e. location of urban arterials, freeways, and interchanges); 2) location of employment and commercial facilities; 3) location of residential facilities; and 4) existing traffic patterns. Trip distribution assumptions were approved from the City. Figure 5 illustrates trip distribution percentages for the proposed project. Trip distribution percentages were applied to the proposed project's trip generation to calculate the traffic volumes which the project would generate at study intersections (i.e. trip assignment). The resulting AM and PM peak hour trip assignments used for the TPO and CEQA analysis is shown in Figure 6. Existing (2015) Plus Project Traffic Volumes The trips generated from the project as shown in Figure 6 were added to the existing traffic volumes shown in Figure 4 which would result in the existing plus project traffic scenario. Figure 7 illustrates the Existing Year (2015) Plus Project traffic volumes. Levels of Service The Existing Plus Project level of service has been evaluated at study intersections based on the ICU methodology. The LOS summary for intersections is shown in Table E. As shown in Table E, all intersections operate at LOS C or better. Intersection LOS calculation sheets are provided in the Appendix D. ENC Pre-School TIA 15 154 �o O Project 60„° ` STA T T ryhl° Sitet\ �aways 9\° LN 6p" 60% — sr �sy P� 0% Projec f115% LN t o 1v�.c�O� Site CA'nAWAYS VTto`�' Q �p� 10%+ 5v. 0 CLIFF DR ,SSpE DR W roP sr�DasTHWy 25%1 �-35% X35% 35% 25%� 0 LEGEND 0% Inbound Trip Distribution Percentage Project Trip Distribution 0%- Outbound Trip Distribution Percentage No Scale 7 155 �9T H IBTy Key Map T P (b`JVJ PSP �sr �P No Scale P JST �F,fj ,�J`�a ysT FFFo 9 J �QS�QE AP Project $ Gu7AWAr 1 site LN 2 7 OPAi,DE OR h'fSTCOASTyI,yl, 8 Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr. Ove a 1�d/9 /OHO® East-West East North-South Left Turns Protected Left Tums Protected Left Tums Protected Q,Irvine Ave./17th SUWestcliff Dr. 5,Dover DrNyestcliff Dr. 6,Dover Dr./16th St. * North-South All Left Tums Protected Left Tums Protected 7,Dover DrlWest Coast Hwy. $,Bayside DrJEast Coast Hwy. 9, Tustin Ave✓17th St. Fee °\ mo^ �• it(9) o0p 001(0) o 0 0 �0(OJ �y ° �� rm 0(0)11(gI (0l0 7)9 L u (11)9 0)o oo ° po. oio• North-South Split North-South Split East-West East-West Left Tums Protected East-West Left Tums Protected Left Tums Protected/Permitted LEGEND F - Lane Configuration ' : # Study Intersection AM(PM) - Peak Hour Traffic Volumes Project Trip Assignment - TraffcSignal m®m - Volume Turn Movement LeR•Thm•RgM (TPO and CEQA Analysis) �• Stop Sign * - Defacto Right Tum �9T H IBTy Key Map T P (b`JVJ PSP �sr �P No Scale P JST �F,1j ,�J`�a ysT FFFo 9 J �QS�QE AV Project $ catiTaWM5 1 site LN 2 7 OPAi,DE OR h'fSTCOASTyI,yl, 8 Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr. Overlap /ss ®��9 6 /ly��%64SZ�®� ?3 1 > 1,7 1 p w 9 East-West East North-South Left Turns Protected Left Tums Protected Left Tums Protected Q,Irvine Ave./17th SUINestcliff Dr. 5,Dover DrNyestcliff Dr. 6,Dover Dr./16th St. b " ti� * 0 * ,� n,\ North-South All Left Tums Protected Left Tums Protected 7,Dover DrlWest Coast Hwy. $,Bayside DrlEast Coast Hwy. 9, Tustin Ave117th St. e 14' 214) (13�!i•1OFr" m m f99)1(25724 118 9) • Zm`~w "�®®-G3+1(3 5) 1 14133042) Sm 92(69) 0\ 0\ 9'p, 0)f5O (196 45)33()2532 J(1521`3 (465)379 22' o North-South Split North-South SpZ East-West East-West Left Tums Protected East-West Le 8 Tums Protected Left Tums ProtectedrPermitted LEGEND F - Lane Configuration ' # Study Intersection AM(PM) - Peak Hour Traffic Volumes Existing (2015) - TraffcSignal m®m - Volume Turn Movement LeR•Thm•RgM Plus Project Peak Hour Volumes �• Stop Sign * - Defacto Right Tum Table E: Existing (2015) Plus Project Intersection Level of Service Summary No Project Plus Project Difference Project Intersections AM Peak PM Peak AM Peak PM Peak AM PM Impact V/C LOS WC LOS WC LOS V/C LOS WC V/C 1. Riverside Avenue/West Coast Highway 0.778 C 0.794 C 0.780 C 0.795 C 0.002 0.001 No 2. Tustin Avenue/West Coast Highway 0.768 C 0.614 B 0.771 C 0.616 B 0.003 0.002 No 3. Irvine Avenue/19`"Street/Dover Drive 0.534 A 0.697 B 0.539 A 0.702 C 0.005 0.005 No 4. Irvine Avenue/17` Street/Westcliff Drive 0.502 A 0.695 B 0.505 A 0.697 B 0.003 0.002 No 5. Dover Drive/Westcliff Drive 0.414 A 0.477 A 0.417 A. 0.481 A 0.003 0.004 No 6. Dover Drive/16` Street 0.492 A 0.511 A 0.508 A 0.514 A 0.016 0.003 No 7. Dover Drive/West Coast Highway 0.623 B 0.782 C 0.624 B 0.786 C 0.001 0.004 No 8. Bayside Drive/East Coast Highway 0.699 B 0.666 B 0.701 C 0.667 B 0.002 0.001 No 9. Tustin Avenue/17` Street 0.468 A 0.558 A 0.469 A 0.560 A 0.001 0.002 No Significant Impact Based on the threshold for significant impacts of the proposed project, the trips generated from the proposed project would not cause significant impact on any of the study intersections. Therefore, no mitigation measures are required on study intersections as part of the project. 4.0 FUTURE (2018) CONDITIONS Future (2018) Plus Approved Projects Plus Growth (No Project)-TPO Analysis Traffic Volumes Future buildout traffic forecasts were developed in order to analyze the project traffic impacts during the buildout year of the project. A 1% annual growth was added to the existing vehicular traffic volumes (on arterials only) for a period of 3 years to determine the future 2018 traffic volumes at the study intersections based on the growth rate obtained from the City. In addition, the City of Newport Beach provided a list of approved projects and trips on the study intersections to be used for the future 2018 analysis. The approved projects consist of developments which are approved by the City, but have not been constructed. An approved project is a project that has been approved pursuant to the TPO, and requires no further discretionary approval from the ENC Pre-School TIA 19 152 City. Trips generated from the approved projects were distributed to the roadway network by the city. The list of approved projects is presented in Table F. The details of approved projects are included in Appendix E. Table F: List of Approved Projects No. Approved Project No. Approved Project 1. Fashion Island Expansion 12. Mariner's Pointe 2. Temple Bat Yahm Expansion 13. 4221 Dolphin Striker 3. Newport Dunes 14. San Joaquin Hills Plaza 4. Hoag Hospital Phase III 15. Uptown Newport(Phase 2) 5. St. Mark Presbyterian Church 16. Uptown Newport(Phase 1) 6. 2300 Newport Boulevard 17. Marina Park 7. Hoag Health Center 18. Back Bay Landing 8. North Newport Center 19. Westcliff Drive Medical 9. Santa Barbara Condo 20. Lido House Hotel Traffic 10. 328 Old Newport Medical 21. Newport Executive Center 11. Bayview Medical Office Figure 8 shows the future ambient growth and approved project volumes at study intersections. Figure 9 illustrates the Future (2018) Plus Approved Projects Plus Growth AM and PM peak hour traffic volumes in the study area. Level of Service The Future (2018) Plus Approved Project Plus Growth (No Project) level of service has been evaluated at study intersections based on the ICU methodology. The LOS summary for intersections is shown in Table G. As shown in Table G, all intersections operate at LOS D or better. Intersection LOS calculation sheets are provided in the Appendix F. ENC Pre-School TIA 20 15J �9T H IaTy Key Map T Q (b\Vt/J PSP �ST �P No Scale �S�a yST FFFo 9 J �QS�OE AV Project $ Gu7AWM5 1 site LN 2 7 v-k> OR h'fSTCOgSTyWy 8 Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr. Overlap 0 04(210 7115 X11 East-West East North-South Left Turns Protected Left Tums Protected Left Tums Protected Q,Irvine Ave.117th SUWestcliff Dr. 5,Dover DrNVestcliff Dr. (,Dover Dr.116th St. ticb \N North-South North-South All Left Tums Protected Left Tums Protected 7,Dover DrNVest Coast Hwy. $,Bayside DrJEast Coast Hwy. 9, Tustin Ave✓17th St. Fee `\ `o o 56(63) m rn ^9�\,L\ o` r 126(20') a n �mw 16(31) 1V \ ® 1(1) 11 113(176) O j •►1 rm3(2j (40)25 (13 )73 3)2132 ~ (161)159 0^00 (17)71• (1)1 NorthSouth Split North-South Split East-West East-West Left Tums Protected East-West Left Tums Protected Left Tums Protected/Permitted LEGEND F - Lane Configuration ' # Study Intersection AM(PM) - Peak Hour Traffic Volumes Ambient Growth and - Traffic Signal m®m - Volume Turn Movement Left•Thm•RgM Approved Project �• Stop Sign * - DefactoRight Turn Peak Ho r lumes �9T H IBTy Key Map T Q (b\Vt/J PSP �•rT �P No Scale �S�a yST FFFo 9 J �QS�OE AV Project $ Gu7AWM5 1 Site LN 2 7 -1 i, OR h'fSTCOgSTyWy 8 Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr. .,stip\ Overlap• moo��y\ �ho�ati * • ��°',opp�ry\ mss, /7Tj�1/S�B �41'S9 /18p2/6S4j6®� 1,7 46 > East-West East North-South Left Turns Protected Left Tums Protected Left Tums Protected Q,Irvine Ave./17th St./Westcliff Dr. 5,Dover DrNVestclitf Dr. (,Dover Dr./16th St. y\ I`ems bpp n�� F'➢v% `B�, �9'v%/'yB />% 55/46/ North-South All Left Tums Protected Left Tums Protected 7,Dover Dr/West Coast Hwy. 8,Bayside DrlEast Coast Hwy. 9, Tustin Ave✓17th St. Fee ti\ rn m '4 1 1288) m p r 1367(2788) ®47(66) m 19(60) ®1515(3209) iyy /fr 1 rm 95(71) (183)174 (2087)2655 �► i />>2��5% (1682(Zq)23 . (502 )39O. i NorthSoulh Split North-South Spli! East-West East-West Left Tums Protected East-West Left Tums Protected Left Turns ProtectedlPermitted LEGEND F - Lane Configuration ' # Study Intersection AM(PM) - Peak Hour Traffic Volumes Future Year (2018) - TraffcSignal m®m - VolumeTurnMovement Left•Thw.RgM Plus Approved Projects �• Stop Sign * - DefactoRight Turn Plus Growth Peak Ho lumes Table G: Future (2018) Plus Approved Projects Plus Growth (No Project) Intersection- Level of Service Summary(TPO Analysis) AM Peak Hour PM Peak Hour Intersection WC LOS V/C LOS 1. Riverside Avenue/West Coast Highway 0.84 D 0.84 D 2. Tustin Avenue/West Coast Highway 0.83 D 0.66 B 3. Irvine Avenue/19th Street/Dover Drive 0.55 A 0.72 C 4. Irvine Avenue/17th Street/Westcliff Drive 0.54 A 0.73 C 5. Dover Drive/Westcliff Drive 0.43 A 0.49 A 6. Dover Drive/16th Street 0.51 A 0.54 A 7. Dover Drive/West Coast Highway 0.66 B 0.85 D S. Bayside Drive/East Coast Highway 0.76 C 0.80 C 9. Tustin Avenue/17th Street 0.50 A 0.60 A Future (2018) Plus Approved Plus Growth Plus Project—TPO Analysis TPO Analysis In addition to the CEQA analysis, the City of Newport Beach also requires the analysis of the future buildout year of the proposed development as per the Traffic Phasing Ordinance (TPO) requirements. Unlike in the CEQA analysis where the cumulative projects are required to be included in the analysis, the TPO analysis includes only the approved projects in the no project baseline conditions. Therefore, this scenario is analyzed based on the TPO requirements only. One Percent Methodology for TPO Analysis As per the TPO analysis, the study intersections are required to be reviewed based on the one percent methodology in order to determine if they need to be analyzed further or not. Based on the TPO analysis methodology, at a study intersection if 1% of the no project baseline volume (Future 2018 Plus Approved Projects Plus Growth No Project) at each approach exceeds the proposed project trip assignment on that approach, no further analysis is required for that intersection. However, if the proposed project trips at any approach are greater than the 1% of the no project volume (Future 2018 Plus Approved Plus Growth No Project) at that approach, the intersection qualifies for further analysis for level of service (ICU). Based on the comparison between the Future (2018) Plus Approved Plus Growth No Project as shown in Figure 9 with the project trip assignment as shown in Figure 6, the following four intersections did not satisfy the one percent threshold and would require ENC Pre-School TIA 23 102 further analysis for this scenario. The threshold calculation worksheets are provided in Appendix G. 1. Irvine Avenue/19th Street/Dover Drive (City of Newport Beach/City of Costa Mesa) 2. Dover Drive/Westcliff Drive (City of Newport Beach) 3. Dover Drive/16th Street (City of Newport Beach) 4. Dover Drive/West Coast Highway (City of Newport Beach/Caltrans) In addition, the following two intersections in Costa Mesa were also analyzed as per the City's request. 1. Irvine Avenue/17th Street/Westcliff Drive (City of Newport Beach/City of Costa Mesa) 2. Tustin Avenue/17th Street (City of Costa Mesa) Traffic Volumes The trips generated from the project as shown in Figure 6 were added to the future (2018) no project traffic volumes shown in Figure 9 which would result in the future (2018) plus project traffic scenario. Figure 10 illustrates the Future (2018) Plus Approved Projects Plus Growth Plus Project traffic volumes. Level of Service The Future (2018) Plus Approved Plus Growth Plus Project level of service has been evaluated at study intersections based on the ICU methodology. The LOS summary for intersections is shown in Table H. As shown in Table H, all intersections operate at LOS D or better. Intersection LOS calculation sheets are provided in the Appendix H. ENC Pre-School TIA 24 los �9T H IBTy Key Map T Q (b\Vt/J PSP �ST �P No Scale �S�a yST FFFo 9 J �QS�QE AV Project $ Gu7AWM5 1 site LN 2 7 v-k> OR h'fSTCOgSTyWy 8 Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr. Overlap ,? ��• �>/s/� d,9 y /f�9�®� BO4?� / /j/�Cp East-West East North-South Left Turns Protected Left Tums Protected Left Tums Protected Q,Irvine Ave./17th SUINestcliff Dr. 5,Dover DrNyestclitf Dr. (,Dover Dr./16th St h�\ o�^\ N b '9 a5�4e) 08) North-South All Left Tums Protected Left Tums Protected 7,Dover Dr/West Coast Hwy. 8,Bayside DrlEast Coast Hwy. 9, Tustin Ave117th St. ®re ory\°\ � 12(1297) ``X36712788) nw ®47(66)19(501 ®1526(3216)Ir (117)10695(71) 9 /9/0)182 (2096)2664(1682(24123•2 39 (502)390• NorthSoulh Split North-South Split East-West East-West Left Tums Protected East-West Left Tums Protected Left Tums Protected/Permitted LEGEND F - Lane Configuration ' # Study Intersection AM(PM) - Peak Hour Traffic Volumes Future Year (2018) Traffic m®m - Volume Turn Movement Plus Approved Projects Plus Growth L191M RgM �• Stop Sign * - DefactoRight Turn Plus Project Peak Ho lumes Table H: Future (2018) Plus Approved Projects Plus Growth Plus Project Intersection Level of Service Summary(TPO Analysis) No Project Plus Project Difference Project I Intersections AM Peak PM Peak AMP ak PM Peak AM PM mpact WC Los V/C Los WC Los WC Los WC v/c 3. Irvine Avenue/19`'Street/Dover Drive 0.55 A 0.72 C 0.56 A 0.73 C 0.01 0.01 No 4. Irvine Avenue/17 Street/Westcliff Drive 0.54 A 0.73 C 0.54 A 0.73 C 0.00 0.00 No 5. Dover Drive/Westcliff Drive 0.43 A 0.49 A 0.43 A 0.50 A 0.00 0.01 No 6. Dover Drive/16th Street 0.51 A 0.54 A 0.53 A 0.54 A 0.02 0.00 No 7. Dover Drive/West Coast Highway 0.66 B 0.85 D 0.67 B 0.85 D 0.01 0.00 No 9. Tustin Avenue/17` Street 0.50 A 0.60 A 0.50 A 0.60 A 0.00 0.00 No Significant Impact Based on the threshold for significant impacts of the proposed project, the trips generated from the proposed project would not cause significant impact on any of the study intersections. Therefore, no mitigation measures are required on the study intersections as part of the project. Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth (No Project)-CEQA Analysis Traffic Volumes Future buildout traffic forecasts were developed in order to analyze the project traffic impacts during the buildout year of the project. A 1% annual growth was added to the existing vehicular traffic volumes (on arterials only) for a period of 3 years to determine the future 2018 traffic volumes at the study intersections based on the growth rate obtained from the City. In addition to the list of approved projects, the City of Newport Beach and City of Costa Mesa provided a list of cumulative project locations and traffic study documents which needed to be included for the future 2018 analysis. The cumulative projects consist of developments which are not yet approved by the City, but are expected to be completed or almost be completed around the completion of the proposed project. Trips generated from the approved and cumulative projects were distributed to the roadway network. The list of cumulative project is presented in Table I. The details of cumulative projects are included in Appendix I. ENC Pre-School TIA 26 105 Table I: List of Cumulative Projects No. Cumulative Project No. Cumulative Project 1. Banning Ranch 6. Porsche Auto Dealership 2. Koll Mixed-Use Development 7. Newport Coast TAZ 3. Balboa Marina West Expansion 8. Newport Beach Country Club 4. ExplorOcean Amusement Park 9. Retail Center at 1726 Superior Avenue (Walgreens)(City of Costa Mesa) S. Ebb Tide Residential 10. Superior Pointe Residential (City of Costa Mesa) Figure 11 shows the cumulative project volumes at study intersections. Figure 12 illustrates the Future (2018) Plus Approved Projects Plus Cumulative Project Plus Growth AM and PM peak hour traffic volumes in the study area. Level of Service The Future (2018) Plus Approved Plus Cumulative Plus Growth (No Project) level of service has been evaluated at study intersections based on the ICU methodology. The LOS summary for intersections is shown in Table J. As shown in Table 1, all intersections operate at LOS D or better. Intersection LOS calculation sheets are provided in the Appendix J. ENC Pre-School TIA 27 100 �9T H IBTy Key Map T P (b`JVJ PSP �sr �P No Scale P JST �E,1j 'CJS�a ysT FFFo 9 J �QS�QE AV Project $ calTaWM5 1 site LN 2 Ovk> OR 7 h'fSTCOASTyI,Y1, 8 Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr. Overlap� mo/S /?�o�oJOjrr®� `r4%vgy/.�/ ��S S2�% p m p O East-West East North-South Left Turns Protected Left Tums Protected Left Tums Protected Q,Irvine Ave./17th SUWestcliff Dr. 5,Dover DrNyestcliff Dr. 6,Dover Dr./16th St. 0 Frees O h O North-South All Left Tums Protected Left Tums Protected 7,Dover DrlWest Coast Hwy. $,Bayside DrJEast Coast Hwy. 9, Tustin Ave✓17th St. Free \\ L°.om � 1843 (154) 00) 000 �ty�r ppO�\ '�'ra171 0(0) 11 2110(180) /o Ir AD �► �� 8(4 zrz)os oy (210)(0)0. o^o'o (0) C• i o00 �\\\p� 0 North-South Split North-South Split East-West East-West Left Tums Protected East-West Left Tums Protected Left Tums ProtectedrPermitted LEGEND F - Lane Configuration ' # Study Intersection AM(PM) - Peak Hour Traffic Volumes - TraffcSignal m®m - VolumeTurnMovement Cumulative Project Le@.Thm.Rghl Peak Hour Volumes �• Stop Sign * - Defacto Right Tum �9T H IBTy Key Map T Q (b\Vt/J PSP �•rT �P No Scale �S�a ysT �F,eO 9 J �QS�QE AV Project $ Gu7AWM5 1 Site LN 2 7 v-k> OR h'fSTCOgSTyWy 8 Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr. Overlap �sB /7g/B9�BBl 7,y1/59 /2B2 2618 �'%•]f�T /�69y� �Y /1 ®7'� 1g4� / �`r(�jY//TB3B/�B/ >y�P� 15e. East-West East North-South Left Turns Protected Left Tums Protected Left Tums Protected Q,Irvine Ave./17th St./Westcliff Dr. 5,Dover DrNVestclitf Dr. (,Dover Dr./16th St. y1\ V ^moi o`er o/z�/ b,44 f ,0.hh�9 • X ,�\ hO ryp ,fin\ Ab' ^1h ry• North-South All Left Tums Protected Left Tums Protected 7,Dover Dr/West Coast Hwy. 8,Bayside Dr✓East Coast Hwy. 9, Tustin Ave117th St. Free 0 091134) 947(66J 172 (389)95(71)(242) (50)19 ® 53 2r (171)178 (117) 06y299)27 )3(1892) 1 (502 24) \ry \ >p29�/z B�S% North-South Split North-South Split East-West East-West Left Tums Protected East-West Left Tums Protected Left Tums Protected/Permitted LEGEND F - Lane Configuration ' # Study Intersection AM(PM) - Peak Hour Traffic Volumes Future Year (2018) Plus Approved - TraffcSignal m®m - Volume Turn Movement LeR1012M Projects Plus Cumulative Projects �• Stop Sign * - DefactoRight Turn Plus Growth Peak Hotlolumes Table J: Future (2018) Plus Approved Plus Cumulative Plus Growth (No Project) Intersection Level of Service Summary (CEQA Analysis) AM Peak Hour PM Peak Hour Intersection WC LOS V/C LOS 1. Riverside Avenue/West Coast Highway 0.876 D 0.887 D 2. Tustin Avenue/West Coast Highway 0.866 D 0.697 B 3. Irvine Avenue/19th Street/Dover Drive 0.550 A 0.721 C 4. Irvine Avenue/17th Street/Westcliff Drive 0.538 A 0.728 C 5. Dover Drive/Westcliff Drive 0.436 A 0.506 A 6. Dover Drive/16th Street 0.515 A 0.549 A 7. Dover Drive/West Coast Highway 0.688 B 0.886 D S. Bayside Drive/East Coast Highway 0.780 C 0.827 D 9. Tustin Avenue/17th Street 0.496 A 0.595 A Future (2018) Plus Approved Plus Cumulative Plus Growth Plus Project—CECI.A Analysis Traffic Volumes The trips generated from the project as shown in Figure 6 were added to the future (2018) no project traffic volumes shown in Figure 12 which would result in the future (2018) plus project traffic scenario. Figure 13 illustrates the Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth Plus Project traffic volumes. A typical CEQA analysis is conducted for this scenario. Level of Service The Future (2018) Plus Approved Plus Cumulative Plus Growth Plus Project level of service has been evaluated at study intersections based on the ICU methodology. The LOS summary for intersections is shown in Table K. As shown in Table K, all intersections operate at LOS D or better. Intersection LOS calculation sheets are provided in the Appendix K. ENC Pre-School TIA 30 1 O9 �9T H IBTy Key Map T Q (b\Vt/J PSP �ST �P No Scale �S�a ysT �F,eO 9 J �QS�OE AV Project $ Gu7AWM5 1 site LN 2 7 v-k> OR h'fSTCOgSTyl,Y1, 8 Riverside Ave/West Coast Hwy. 2, Tustin Ave/West Coast Hwy. 3.Irvine Ave✓19th St✓Dover Dr. Overlap o�e o o-\ * °j hm\ /111�� East-West East North-South Left Turns Protected Left Tums Protected Left Tums Protected Q,Irvine Ave./17th St./Westcliff Dr. 5,Dover DrNVestclitf Dr. (,Dover Dr./16th St. h1\ /30i�se 286 lam?/6� 01 B�>68® 4/7�. ..... z North-South IV All Left Tums Protected Left Tums Protected 7,Dover Dr/West Coast Hwy. $,Bayside DrlEast Coast Hwy. 9, Tustin Ave✓17th St. m Fre OF.w,, 0(1333) 2942)551( : 9(50) 47(66) 19 �1736(3398) �5(71)Wmmm 9n�8)186 (117)106 33101J27i7(1892( (60239 24)23 `, O % North-South Split North-South Split East-West East-West Left Tums Protected East-West Left Tums Protected Left Tums Protected/Permitted LEGEND F - Lane Configuration ' # - StudyIntersection AM(PM) - Peak Hour Traffic Volumes Future Year (2018) Plus Approved - TraffcSignal m®m - Volume Turn Movement LeR1012M Projects Plus Cumulative Projects Plus �• Stop Sign * - DefactoRight Turn Growth Plus Project Peak Ho lumes Table K: Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth Plus Project Intersection Level of Service Summary(CEQA Analysis) No Project Plus Project Difference Project Intersections AM Peak PM Peak AM Peak PM Peak AM PM Impact V/C LOS WC LOS WC LOS V/c LOS V/C V/C 1. Riverside Avenue/West Coast Highway 0.876 D 0.887 D 0.879 D 0.889 D 0.003 0.002 No 2. Tustin Avenue/West Coast Highway 0.866 D 0.697 B 0.869 D 0.698 B 0.003 0.001 No 3. Irvine Avenue/19th Street/Dover Drive 0.550 A 0.721 C 0.555 A 0.726 C 0.005 0.005 No 4. Irvine Avenue/17th Street/Westcliff Drive 0.538 A 0.728 C 0.540 A 0.730 C 0.002 0.002 No 5. Dover Drive/Westcliff Drive 0.436 A 0.506 A 0.439 A 0.510 A 0.003 0.004 No 6. Dover Drive/16th Street 0.515 A 0.549 A 0.531 A 0.552 A 0.016 0.003 No 7. Dover Drive/West Coast Highway 0.688 B 0.886 D 0.690 B 0.890 D 0.002 0.004 No 8. Bayside Drive/East Coast Highway 0.780 C 0.827 D 0.782 C 0.829 D 0.002 0.002 No 9. Tustin Avenue/17th Street 0.496 A 0.595 A 0.498 A 0.596 A 0.002 0.001 No Significant Impact Based on the threshold for significant impacts of the proposed project, the trips generated from the proposed project would not cause significant impact on any of the study intersections. Therefore, no mitigation measures are required on the study intersections as part of the project. 5.0 CALTRANS METHODOLOGY ANALYSIS The following four study intersections are owned and operated by Caltrans, and therefore would require a specialized analysis using the HCM methodology. • Riverside Avenue/West Coast Highway • Tustin Avenue/West Coast Highway • Dover Drive/West Coast Highway • Bayside Drive/East Coast Highway ENC Pre-School TIA 32 2�2 Existing (2015) Plus Project Level of Service The Existing (2015) No Project and Plus Project level of service comparison has been evaluated at study intersections based on the HCM methodology. The LOS summary for intersections is shown in Table L. As shown in Table L, all intersections operate at LOS C or better. Intersection LOS calculation sheets are provided in Appendix L. Table L: Existing (2015) Plus Project Intersection Level of Service Summary (HCM Methodology) No Project Plus Project Difference Project Intersection AM Peak Hour PM A Peak AM Peak AM Peak M PM Impact Hour Hour Hour (sec) (sec) Delay LOS Delay LOS Delay LOS Delay LOS (sec) (sec) (sec) (sec) 1. Riverside Avenue/West Coast Highway 9.2 A 14.9 B 9.2 A 14.9 B 0 0 No 2. Tustin Avenue/West Coast Highway 2.3 A 3.0 A 2.3 A 3.0 A 0 0 No 7. Dover Drive/West Coast Highway 18.3 B 17.1 B 18.5 B 17.4 B 0.2 0.3 No 8. Bayside Drive/East Coast Highway 11.2 1 B 1 12.8 1 8 1 11.2 1 B 12.8 1 B 0 D No Significant Impact Based on the threshold for significant impacts of the proposed project, the trips generated from the proposed project would not cause significant impact on any of the study intersections. Therefore, no mitigation measures are required on the study intersections as part of the project. Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Growth Plus Project Level of Service The Future (2018) No Project and Plus Project level of service comparison has been evaluated at the study intersections based on the HCM methodology. The LOS summary for intersections is shown in Table M. As shown in Table M, all intersections operate at LOS C or better. Intersection LOS calculation sheets are provided in Appendix M. ENC Pre-School TIA 33 1-72 Table M: Future (2018) Plus Approved Projects Plus Cumulative Projects Plus Project Intersection Level of Service Summary (HCM Methodology) No Project Plus Project Difference Project Intersection AM Peak Hour PM Peak AM Peak AM Peak AM PM Impact Hour Hour Hour (sec) )sec) Delay LOS Delay LOS Delay LOS Delay LOS (sec) (sec) (sec) (sec) 1. Riverside Avenue/West Coast Highway 12.9 B 20.5 C 12.9 B 20.6 C 0 0.1 No 2. Tustin Avenue/West Coast Highway 4.7 A 4.9 A 4.7 A 5.0 A 0 0.1 No 7. Dover Drive/West Coast Highway 21.5 C 24.1 C 21.7 C 24.5 C 0.2 0.4 No 8. Bayside Drive/East Coast Highway 18.5 B 22.8 C 18.5 B 22.8 C 0 0 No Significant Impact Based on the threshold for significant impacts of the proposed project, the trips generated from the proposed project would not cause significant impact on any of the study intersections. Therefore, no mitigation measures are required on the study intersections as part of the project. 7.0 CONGESTION MANAGEMENT PROGRAM (CMP) CONSISTENCY The traffic study requires the level of service analysis of intersections monitored by the Congestion Management Program (CMP) to be consistent with the analysis provided in the 2013 Orange County Congestion Management Program. As per the performance criteria stated in the 2013 Orange County Congestion Management Program, the CMP uses LOS E for the intersection analysis based on the Intersection Capacity Utilization (ICU) methodology. However, there are no study intersections in the traffic study that are monitored by the CMP. 8.0 SITE PLAN REVIEW The project site plan provides two driveways directly to Dover Drive and one driveway to 16th Street through an adjacent site. The driveway along 16th Street west of Dover Drive is a full access driveway and measures 45 ft. The two driveways along Dover Drive south of 16th Street are both right-turn in, right-turn out driveways, and they both measure 28 ft. ENC Pre-School TIA 34 173 The proposed site plan will provide 25 total parking spaces (1 handicap space and 24 open spaces). The pre-school will contain 82 occupants (72 students and 10 employees). Based on the City of Newport Beach Zoning Code, Chapter 20.40, the parking requirement for a general day care is 1 space for every 7 occupants (based on maximum occupancy allowed per license). Therefore, the parking required for the proposed project is 12 spaces. Therefore, the project site provides an adequate parking supply based on the City's zoning code. 9.0 CONCLUSION Based on the results of the analysis, the proposed project generated trips would not cause significant impact at any of the study intersections. Therefore, no mitigation measures are required at any study intersection as a part of the proposed project. The proposed project would allow for adequate vehicular circulation for vehicles within the project site. ENC Pre-School TIA 35 1,74 Appendix ENC Pre-School TIA 36 27,5 APPENDIX A Raw Turning Movement Counts ENC Pre-School TIA 2�� Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1302016 N-S Direction: RIVERSIDE AVENUE Site Code : 00005061 E-W Direction: COAST HIGHWAY Start Date : 2/28/2013 Page No : 1 Groups Printed.Tur nMovements RIVERSIDE AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left Right Thru Left Right Thru Left Right Thru Left Int.Total 07:00 AM 30 0 10 6 163 1 0 0 0 0 301 36 547 07:15 AM 45 0 14 6 196 0 0 0 0 0 362 46 669 07:30 AM 39 0 16 8 221 2 0 1 0 4 515 85 891 07:45 AM 99 0 17 16 291 1 2 2 0 4 535 97 1064 Total 213 0 57 36 871 4 2 3 0 8 1713 264 3171 08:00 AM 124 0 20 10 296 6 1 0 1 3 544 741079 08:15 AM 57 0 16 13 314 2 0 0 0 2 598 51 1053 08:30 AM 62 0 12 19 332 4 0 0 1 2 585 61 1078 08:45 AM 52 3 14 11 303 2 0 0 2 3 539 61 990 Total 295 3 621 53 1245 141 1 0 41 10 2266 2471 4200 ***BREAK*** 04:30 PMI 89 1 15I 20 570 10I 2 2 6I 4 397 561 1174 04:45 PM 93 1 28 21 485 12 4 0 9 4 341 91 1089 Total 182 2 431 41 1055 221 6 2 151 8 738 1491 2263 05:00 PM 111 1 23 15 612 10 5 2 5 1 395 621242 05:15 PM 127 1 14 18 557 7 1 4 2 4 430 77 1242 05:30 PM 97 1 17 15 636 10 2 6 1 3 386 52 1226 05:45 PM 106 1 19 7 607 10 4 0 1 5 341 56 1157 Total 441 4 73 55 2412 37 12 12 91 13 1552 2471 4867 06:00 PM 102 0 16 13 601 6 5 0 6 6 370 54 1179 06:15 PM 83 0 17 9 551 9 5 2 3 3 311 53 1046 Grand Total 1316 9 268 207 6735 92 31 19 37 48 6950 1014 16726 Apprch% 82.6 0.6 16.8 2.9 95.7 1.3 35.6 21.8 42.5 0.6 86.7 12.7 Total% 7.9 0.1 1.6 1.2 40.3 0.6 0.2 0.1 0.2 0.3 41.6 6.1 177 Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1302016 N-S Direction: RIVERSIDE AVENUE Site Code : 00005061 E-W Direction: COAST HIGHWAY Start Date : 2/28/2013 Page No : 2 RIVERSIDE AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY Southbound Westbound Northbound .Eastbound Start Time I Right I Thru I Left I App.Total I Right I Thru I Left I A p.Tavel I Right I Thru I Left I App.Total Rightl RightThru I Left I App.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:45 AM 07:45 AM 99 0 17 116 16 291 1 308 2 2 0 4 4 535 97 6361054 08:00 AM 124 0 20 144 10 296 6 312 1 0 1 2 3 544 74 621 1079 08:15 AM 57 0 16 73 13 314 2 329 0 0 0 0 2 598 51 651 1053 08:30 AM 62 0 12 74 19 332 4 355 0 0 1 1 2 585 61 640 1078 Total Volume 342 0 65 407 58 1233 13 1304 3 2 2 7 11 2262 283 2556 4274 %App.Total 84 0 16 4.4 94.6 1 42.9 28.6 28.6 0.4 88.5 11.1 PHF .690 .000 .813 .707 .763 .928 .542 .918 .375 .250 .500 .438 .688 .946 .729 .982 .990 RIVERSIDE AVENUE Out In Total F-3431 407 750 342 0 65 Right Thru Left Peak Hour Data 39M N YFV NN-J �00 Fol p^0 North »tm" D Peak Hour Begins at 07:45 A 42 5 u 2 min .Movements 001 mm A— F" Lek Thru Ri ht T9; 3t Out In Total DRIVFWAY 2�� Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1302016 N-S Direction: RIVERSIDE AVENUE Site Code : 00005061 E-W Direction: COAST HIGHWAY Start Date : 2/28/2013 Page No : 3 RIVERSIDE AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY Southbound Westbound Northbound Eastbound Start Time Ri ht I Thru I Left I App.Total Ri ht Thru I Left I App.Tow Rig ht Thru I Left I App.Totsi Right Thru I Left I Apo.Tmal Int.Total Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 111 1 23 135 15 612 10 637 5 2 5 12 1 395 62 458 1242 05:15 PM 127 1 14 142 18 557 7 582 1 4 2 7 4 430 77 511 1242 05:30 PM 97 1 17 115 15 636 10 661 2 6 1 9 3 386 52 441 1226 05:45 PM 106 1 19 126 7 607 10 624 4 0 1 5 5 341 56 402 1157 Total Volume 441 4 73 518 55 2412 37 2504 12 12 9 33 13 1552 247 1812 4867 %Apo.Total 85.1 0.8 14.1 2.2 96.3 1.5 36.4 36.4 27.3 0.7 85.7 13.6 PHF .868 1.00 .793 .912 .764 .948 .925 .947 .600 .500 .450 .688 .650 .902 .802 .886 .980 RIVERSIDE AVENUE Out In Total 7 3-174 5 832 441 4 73 Wght Thru Left Peak Hour Data T Q~ vm� p �OL7 North 3 N D 2 N N2 ti Y '^� 0 Peak Hour Begins ei 05:00 P �W 7: ¢O m p TurningMov ment D 00 �E t F+ hm Ri ht 9 2 2 33 87 Out In Total npivFwAy 1�J Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1302017 N-S Direction: TUSTIN AVENUE Site Code : 00005060 E-W Direction: COAST HIGHWAY Start Date : 2/28/2013 Page No : 1 Groups Printed.Tur nMovements TUSTIN AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left Right Thru Left Ri ht Thru Left Ri ht Thru Left Int.Total 07:00 AM 1 1 3 3 159 0 0 0 1 0 339 2 509 07:15 AM 3 0 3 1 199 0 0 0 1 0 371 6 584 07:30 AM 4 1 1 6 226 0 0 0 0 0 502 4 744 07:45 AM 3 0 7 33 310 0 0 0 0 0 529 19 901 Total 11 2 14 43 894 0 0 0 2 0 1741 31 2738 08:00 AM 6 0 13 8 295 0 0 1 0 0 553 6 882 08:15 AM 5 0 13 8 318 0 0 0 0 0 613 5 962 08:30 AM 3 0 9 10 344 0 0 0 0 0 578 11 955 08:45 AM 1 0 7 9 345 0 0 0 0 0 554 3 919 Total 15 0 421 35 1302 01 0 1 01 0 2298 251 3718 ***BREAK*** 04:30 PMI 9 0 7I 14 552 OI 0 0 OI 3 391 261 1002 04:45 PM 8 1 9 10 543 0 3 0 1 2 347 19 943 Total 1 17 1 161 24 1095 01 3 0 1 1 5 738 451 1945 05:00 PM 8 1 6 10 591 0 0 0 0 3 391 1" 1028 05:15 PM 6 1 10 14 580 0 0 0 1 0 443 15 1070 05:30 PM 8 0 8 11 651 0 0 0 0 2 379 14 1073 05:45 PM 3 0 13 5 644 0 0 1 1 0 362 16 1045 Total 25 2 37 40 2466 0 0 1 21 5 1575 631 4216 06:00 PM 5 0 9 5 608 0 0 0 0 4 368 16 1015 06:15 PM 7 0 3 7 575 0 0 0 1 6 321 11 931 Grand Total 80 5 121 154 6940 0 3 2 6 20 7041 191 14563 Apprch% 38.8 2.4 58.7 2.2 97.8 0 27.3 18.2 54.5 0.3 97.1 2.6 Total% 0.5 0 0.8 1.1 47.7 0 0 0 0 0.1 48.3 1.3 leo Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1302017 N-S Direction: TUSTIN AVENUE Site Code : 00005060 E-W Direction: COAST HIGHWAY Start Date : 2/28/2013 Page No : 2 TUSTIN AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY Southbound Westbound Northbound .Eastbound Start Time I Right I Thru I Left I App.Total I Right I Thru I Left I A p.Tavel I Right I Thru I Left I App.Totw Rightl RightThru I Left I App.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 6 0 13 19 8 295 0 303 0 1 0 10 553 6 559 882 08:15 AM 5 0 13 18 8 318 0 326 0 0 0 0 0 613 5 618 962 08:30 AM 3 0 9 12 10 344 0 354 0 0 0 0 0 578 11 589 955 08:45 AM 1 0 7 8 9 345 0 354 0 0 0 0 0 554 3 557 919 Total Volume 15 0 42 57 35 1302 0 1337 0 1 0 1 0 2298 25 2323 3718 %App.Total 26.3 0 73.7 2.6 97.4 0 0 100 0 0 98.9 1.1 PHF .625 .000 .808 .750 .875 .943 .000 .944 .000 .250 .000 .250 .000 .937 .568 .940 .966 TUSTIN AVENUE Out In Total 61 57 F 118 15 0 42 Right Thru Left Peak Hour Data �-m' 000 3 North D Peak Hour Begins at 08:00 A o w 5 F ~ 2 N J x omin .Movements 0 �� O o �g JN J- F` Left Thru RI ht 1 0 0 0 Out In Total DRIVEWAY �81 Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1302017 N-S Direction: TUSTIN AVENUE Site Code : 00005060 E-W Direction: COAST HIGHWAY Start Date : 2/28/2013 Page No : 3 TUSTIN AVENUE COAST HIGHWAY DRIVEWAY COAST HIGHWAY Southbound Westbound Northbound Eastbound Start Time Ri ht I Thru I Left I App.Total Ri ht Thru I Left I App.Tow Rig ht Thru I Left I App.Totsi Right Thru I Left I Apo.Total Int.Total Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 8 1 6 15 10 591 0 601 0 0 0 0 3 391 18 412 1028 05:15 PM 6 1 10 17 14 580 0 594 0 0 1 1 0 443 15 458 1070 05:30 PM 8 0 8 16 11 651 0 662 0 0 0 0 2 379 14 395 1073 05:45 PM 3 0 13 16 5 644 0 649 0 1 1 2 0 362 16 378 1045 Total Volume 25 2 37 64 40 2466 0 2506 0 1 2 3 5. 1575 63 1643 4216 %Apo.Total 39.1 3.1 57.8 1.6 98.4 0 0 33.3 66.7 0.3 95.9 3.8 PHF .781 .500 .712 .941 .714 .947 .000 .946 .000 .250 .500 .375 .417 .889 .875 .897 .982 TUSTIN AVENUE Out In Total ® 4 F 1678 25 2 37 Wght Thru Left Peak Hour Data T 1 — N0 0 North 3 o D x N ;F N__~ m Y_ �� Peak Hour Begins at 05:00 P 4—;F? x � � x ¢U '^p Turning Mov ment � D 11 t F+ Left hru Ri h 2 1 0 0 3 10 Out In Total npivFwAy t Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : H1404127 N-S Direction: IRVINE AVENUE Site Code : 00000000 E-W Direction: 19TH STREET Start Date : 5/20/2014 Page No : 1 Grows Printed-Vehicles IRVINE AVENUE DOVER DRIVE IRVINE AVENUE 19TH STREET Southbound Westbound Northbound Eastbound Start Time Right Thru Left Ri ht Thru I Left Right I Thru Left Right I Thru I Int.Total 07:00 AM 2 117 9 28 10 1 3 97 3 6 16 11 303 07:15 AM 2 166 7 33 11 4 2 142 5 9 14 15 410 07:30 AM 7 265 9 50 28 4 2 200 4 13 21 14 617 07:45 AM 12 250 13 80 21 6 8 256 12 11 15 16 700 Total 23 798 38 191 70 15 16 695 24 39 66 56 2030 08:00 AM 4 133 14 64 18 6 3 2497 11 16 29 554 08:15 AM 11 202 18 49 20 3 2 234 14 11 27 23 614 08:30 AM 9 167 7 37 25 7 5 194 11 9 15 28 514 08:45 AM 8 192 8 50 21 4 2 178 7 18 19 19 526 Total 32 694 47 200 84 20 12 855 391 49 77 991 2208 *"*BREAK*** 04:45 PMI 15 316 13 60 54 10 5 149 18 19 24 11 694 Total 30 574 251 110 113 281 10 289 321 31 37 231 1302 05:00 PM 10 303 16 55 52 12 6 191 23 13 11 23715 05:15 PM 15 386 22 66 51 9 4 171 17 19 27 17 804 05:30 PM 6 355 17 70 46 8 8 158 20 14 16 10 728 05:45 PM 5 401 20 60 44 12 4 161 16 16 11 8 758 Total 36 1445 751 251 193 41 22 681 761 62 65 581 3005 06:00 PM 11 294 21 52 318 5 164 16 14 12 11 639 06:15 PM 7 284 11 60 40 7 3 122 19 10 16 13 592 Grand Total 139 4089 217 864 531 119 67 2806 206 205 273 260 9776 Apprch% 3.1 92 4.9 57.1 35.1 7,9 2.2 91.1 6.7 27.8 37 35.2 Total % 1.4 41.8 2.2 8.8 5.4 1.2 0.7 28.7 2.1 2.1 2.8 2.7 2 g3 Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : H1404127 N-S Direction: IRVINE AVENUE Site Code : 00000000 E-W Direction: 19TH STREET Start Date : 5/20/2014 Page No : 2 IRVINE AVENUE DOVER DRIVE IRVINE AVENUE 19TH STREET Southbound Westbound Northbound Eastbound Start Time I Right I Thru I Left I App.ental Right Thru I Left App.Total Right Thru I Left App.Total Right I Thru I eft I App.Total Int Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 7 265 9 281 50 28 4 82 2200 4 206 13 21 14 48 617 07:45 AM 12 250 13 275 80 21 6 107 8 256 12 276 11 15 16 42 700 06:00 AM 4 133 14 151 64 18 6 88 3 249 7 259 11 16 29 56 554 08:15 AM 11 202 18 231 49 20 3 72 2 234 14 250 11 27 23 61 614 Total Volume 34 850 54 938 243 87 19 349 15 939 37991 46 79 82 207 2485 %A .Total 3.6 90.6 5.8 69.6 24.9 5.4 1.5 94.8 3.7 22.2 38.2 39.6 PHF .708 .802 .750 .835 .759 .777 .792 .815 .469 .917 .661 .898 1 .885 .731 .707 .848 .888 IRVINE AVENUE Out In Total 12641 938 2202 34 850 54 Right Thru Left Peak Hour Data 00 r �o w North u m O (Z ry n2 _m to— r� Peak Hour Begins at 07:30 All �2 m S;' o Z J 0 A m m y t Vehicles G O i m 9 Om J- F+ Left Thru Ri ht 7 9 1 915 91 1906 Out InTotal IRVINE AVFNI IF r � l Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : H1404127 N-S Direction: IRVINE AVENUE Site Code : 00000000 E-W Direction: 19TH STREET Start Date : 5/20/2014 Page No : 3 IRVINE AVENUE DOVER DRIVE IRVINE AVENUE 19TH STREET Southbound Westbound Northbound Eastbound Start Time I Right I Thru I Left I App.Tt.1 Ri ht Thru I Left I App.Towi Right I That I Left I App.Towi Ri ht F_Thru_F_Le_ftFApp.ental Int Total Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 10 303 16 329 55 52 12 119 6 191 23 22013 11 23 47 715 05:15 PM 15 386 22 423 66 51 9 126 4 171 17 192 19 27 17 63 804 05:30 PM 6 355 17 378 70 46 8 124 8 158 20 186 14 16 10 40 728 05:45 PM 5 401 20 426 60 44 12 116 4 161 16 181 16 11 8 35 758 Total Volume 36 1445 75 1556 251 193 41 485 22 681 76 779 62 65 58 185 3005 %App.Total 2.3 92.9 4.8 51.8 39.8 8.5 2.8 87.4 9.8 33.5 35.1 31.4 PHF .600 .901 .852 .913 .896 .928 .854 .962 .688 .891 .826 .885 .816 .602 .630 .734 .934 IRVINE AVENUE Out In Total F-9970 1556 2546 361 14451 75 Right Tru Left Peak Hour Data `a �O m Am. w North N �' 0 w � J Peak Hour Begins 2 S a a5P IVr ut=TmA� MabiclaA N J— F+ L ft t 76 681 22 1548779 2327 Out In Total 1 �J� Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : H1404128 N-S Direction: IRVINE AVENUE Site Code : 00000000 E-W Direction: 17TH ST/WESTCLIFF DR Start Date : 5/20/2014 Page No : 1 Groups Printed-Vehicles IRVINE AVENUE WESTCLIFF DRIVE IRVINE AVENUE 17TH STREET Southbound Westbound Northbound Eastbound Start Time RightT RightThru I Left I U-Turn Right Thru Left Right Thru 11 Left U-Turn RightF RightThru I Left Int.Total 07:00 AM 32 63 17 0 2 29 21 1 70 59 0 70 42 37 443 07:15 AM 37 109 15 0 4 59 16 5 92 60 0 72 46 45 560 07:30 AM 43 205 34 0 6 76 27 3 137 93 0 73 41 55 793 07:45 AM 46 171 32 3 14 93 40 3 136 88 1 81 98 97 903 Total 158 548 98 3 26 257 104 12 435 300 1 296 227 234 2699 08:00 AM 36 82 29 2 12 125 19 9 163 86 0 55 64 83 765 08:15 AM 46 82 26 0 9 98 21 4 118 51 0 60 69 71 655 08:30 AM 47 111 20 4 9 99 36 3 104 59 0 59 72 55 678 08:45 AM 48 117 22 0 16 119 38 10. 101 78 0 68 67 67 751 Total 177 392 97 6 46 441 114 26 486 274 01 242 272 2761 2849 *"*BREAK*** 04:30 PM 76 114 28 1 8 124 55 95 70 0 83 48 816 01 04:45 PMI 100 147 25 3 9 152 50 16 88 73 11 94 199 46 893 Total 176 261 53 4 1 17 276 1051 19 183 143 1 1 177 200 941 1709 05:00 PM 98 131 22 3 13 142 52 12 124 77 3 80 90 86 933 05:15 PM 106 192 31 1 21 136 291 16 106 97 0 75 57 67 934 05:30 PM 119 173 27 3 13 171 63 8 111 82 2 69 93 50 984 05:45 PM 115 189 25 1 14 143 54 8 105 68 1 72 75 66 936 Total 438 685 105 8 61 592 1981 44 446 324 61 296 315 2691 3787 06:00 PM 95 151 31 3 11 127 4310 84 56 0 86 73 72 842 06:15 PM 98 131 24 1 13 138 43 9 69 66 0 67 77 50 786 Grand Total 1142 2168 408 25 174 1831 607 120 1703 1163 8 1164 1164 995 12672 Apprch% 30.5 57.9 10.9 0.7 6.7 70.1 23.2 4 56.9 38.8 0.3 35 35 29.9 Total% 9 17.1 32 0.2 1.4 14.4 4.8 0.9 13.4 9.2 0.1 9.2 9.2 7.9 120 Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : H1404128 N-S Direction: IRVINE AVENUE Site Code : 00000000 E-W Direction: 17TH ST/WESTCLIFF DR Start Date : 5/20/2014 Page No : 2 IRVINE AVENUE WESTCLIFF DRIVE IRVINE AVENUE 17TH STREET Southbound Westbound Northbound Eastbound Start Time I Right I Thru I Left I u-Tum I Aw Tcui Right I Thru I Left I App_roroi Right Thru I Left a-nm Art Toil Right I Thru I Left I App T.1 mt.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM 43 205 34 0 282 6 76 27 109 3 137 93 0 23373 41 55 169 793 07:45 AM 46 171 32 3 252 14 93 40 147 3 136 88 1 228 81 98 97 276 903 08:00 AM 36 82 29 2 149 12 125 19 156 9 163 86 0 258 55 64 83 202 765 08:15 AM 46 82 26 0 154 9 98 21 128 4 118 51 0 173 60 69 71 200 655 Total Volume 171 540 121 5 837 41 392 107 540 19 554 318 1 892 1 269 272 306 847 3116 App.Total 20.4 64.5 14.5 0.6 7.6 72.6 19.8 2.1 62.1 35.7 0.1 31.8 32.1 36.1 PHF .929 .659 .890 .417 .742 .732 .784 .669 .865 .528 .850 .855 .250 .864 .830 .694 .789 .767 .863 IRVINE AVENUE Out In Total 9011 837 F1738 1711 5401 1211 5 Right Thru Left U-Tum L. Peak Hour Data r W North j A N O y y ¢ 2 to— r� Peak Hour Begins at 07:30 A 42 3 T Z N o O n �tw-� Vehicles r A M �0 �¢ i or �y N N— 4-1 F` Left Thru Ri ht U-Turn. 1 4 1 91 892 1 08 Out InTotal 2�� Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : H1404128 N-S Direction: IRVINE AVENUE Site Code : 00000000 E-W Direction: 17TH ST/WESTCLIFF DR Start Date : 5/20/2014 Page No : 3 IRVINE AVENUE WESTCLIFF DRIVE IRVINE AVENUE 17TH STREET Southbound Westbound Northbound Eastbound Start Time Right I Thou I Left I u-Tum I A .Tout I Right I Thru I Left I so,-Total I Right I Thru I Left I a-mm I AN,.Tows I Ri ht I Thru I Left I App Toral Int.Total Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 98 131 22 3 254 13 142 52 207 12 124 77 3 216 80 90 86 256 933 05:15 PM 106 192 31 1 330 21 136 29 186 16 106 97 0 219 75 57 67 199 934 05:30 PM 119 173 27 3 322 13 171 63 247 8 111 82 2 203 69 93 50 212 984 05:45 PM 115 189 25 1 330 14 143 54 211 8 105 68 1 182 72 75 66 213 936 Total Volume 438 685 105 8 1236 61 592 198 851 44 446 324 6 820 296 315 269 880 3787 Apo.Total 35.4 55.4 8.5 0.6 7.2 69.6 23.3 5.4 54.4 39.5 0.7 33.6 35.8 30.6 PHF .920 .892 .847 .667 .936 .726 .865 .786 .861 .688 .899 .835 .500 .936 .925 .847 .782 .859 .962 IRVINE AVENUE Out In Total 76 1236 2012 4381 685 1051 8 Tlht Thru Left U-Turn Peak Hour Data W~ N � North m ti y_ c� Peak Hour Begins at 05:00 P 2 y r m= Mebiclass p N r� N� F+ ht -T m 24 446 44 6 1179820 1999 Out In Total i �� 9wnepadalian Stndfae,&a. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1503011 N-S- Direction: DOVER DRIVE Site Code : 00000000 E-W Direction: WESTCLIFF DRIVE Start Date : 3/19/2015 Page No : 1 Groups Printed-TurnmMovements DOVER DRIVE DEAD END DOVER DRIVE WESTCLIFF DRIVE Southbound Westbound Northbound Eastbound Start Time Right ht Thru I Left Right I Thru Left Right Thru Left Ri ht Thru Left Int.Total 07:00 11 50 0 0 0 0 0 44 37 76 0 10 228 07:15 10 67 0 0 0 0 0 48 47 113 0 13 298 07:30 24 141 0 0 0 0 0 69 50 142 0 14 440 07:45 35 146 0 0 0 0 0 137 108 204 0 10 640 Total 80 404 0 0 0 0 0 298 242 535 0 47 1606 08:00 15 78 0 0 0 0 0 100 110 144 0 18 465 08:15 27 89 0 0 0 0 0 80 92 142 0 14 444 08:30 22 77 0 0 0 0 0 65 78 142 0 20 404 08:45 16 93 0 0 0 0 0 69 104 128 0 16 426 Total 80 337 0 0 0 01 0 314 384 556 0 681 1739 16:301 18 60 OI 0 0 OI 0 116 1441 110 0 371 485 16:45 21 73 0 0 0 0 0 110 127 113 0 24 468 Total 1 39 133 01 0 0 01 0 226 271 1 223 0 61 1 953 17:00 22 66 0 0 0 0 0 151 205 112 0 30 586 17:15 19 76 0 0 0 0 0 134 151 114 0 38 532 17:30 26 98 0 0 0 0 0 107 161 135 0 31 558 17:45 22 98 0 0 0 0 0 134 163 100 0 29 546 Total 89 338 O 0 0 01 0 526 680 461 0 128 2222 18:00 26 107 0 0 0 0 0 157 170106 0 26 592 18:15 28 89 0 0 0 0 0 108 122 114 0 21 482 Grand Total 342 1408 0 0 0 0 0 1629 1869 1995 0 351 7594 Apprch% 19.5 80.5 0 0 0 0 0 46.6 53.4 85 0 15 Total% 4.5 18.5 0 0 0 0 0 21.5 24.6 26.3 0 4.6 1 g9 Drano paatauan Sht"o,.9ic. 2640 Walnut Avenue,Suite H Tustin,CA.92780 File Name : h1603011 Site Code : 00000000 Start Date : 3/19/2015 Page No : 2 DOVER DRIVE DEAD END DOVER DRIVE WESTCLIFF DRIVE Southbound Westbound Northbound Eastbound Start Time I Right I Thru I Left I App.Tatal I Right I Thru I Left I App.Tow I Right I Thru I Left I App.Totai I Right I Thru I eft I 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 24 141 0 165 0 0 0 0 0 69 50 1191 142 0 14 156 440 07:45 35 146 0 181 0 0 0 0 0 137 108 245 204 0 10 214 640 08:00 15 78 0 93 0 0 0 0 0 100 110 210 144 0 18 162 465 08:15 27 89 0 116 0 0 0 0 0 80 92 172 142 0 14 156 444 Total Volume 101 454 0 555 0 0 0 0 0 386 360 746 632 0 56 688 1989 %Apo.Total 18.2 81.8 0 0 0 0 0 51.7 48.3 91.9 0 8.1 PHF .721 .777 .000 .767 .000 .000 .000 .000 .000 .704 .818 .761 .775 .000 .778 .804 .777 DOVER DRIVE Out In Total 442 555 1 997 101 454 0 Rlihl Thru Le� Peak Hour Data > �o � North � ❑ ro LL o Peak Hour Begins at07:30 �2 �m U o o Z m p umin M y ntent O 3— o o o— F+ Left Thru Ri ht 360 386 0 1086 7 6 18, Out In Total Drano paatahan Sht"o,.9ic. 2640 Walnut Avenue,Suite H Tustin,CA.92780 File Name : h1603011 Site Code : 00000000 Start Date : 3/19/2015 Page No : 3 DOVER DRIVE DEAD END DOVER DRIVE WESTCLIFF DRIVE Southbound Westbound Northbound Eastbound Start Time I Right I Thru I Left I ADD.Tonal Riciht I Thrul Left .Tote) Right Thru I Left I App.—rata) Rightj RightThru I Left I App.Total Int.Total Peak Hour Analysis From 16:30 to 18:15-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 17:15 17:15 19 76 0 95 0 0 0 0 0 134 151 285114 0 38 152 532 17:30 26 98 0 124 0 0 0 0 0 107 161 268 135 0 31 166 558 17:45 22 98 0 120 0 0 0 0 0 134 163 297 100 0 29 129 546 18:00 26 107 0 133 0 0 0 0 0 157 170 327 106 0 26 132 592 Total Volume 93 379 0 472 0 0 0 0 0 532 645 1177 455 0 124 579 2228 %ADD.Total 19.7 80.3 0 0 0 0 0 45.2 54.8 78.6 0 21.4 PHF .894 .886 .000 .887 .000 .000 .000 .000 .000 .847 .949 .900 .843 .000 .816 .872 .941 DOVER DRIVE Out In 1glal 656 472 1 1128 93 379 0 Right Thru Left Peak Hour Data o �U S � North or or — o F90 � Peak Hour Begins at 17:1 2 m U Z w .9 , r Tumin MovemenEll ts o w m _ m o— *1 ? r m Ri 645 32 0 L834 1177 2011 out In Total 191 9wnepadalian Stndfae,&a. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1503010 N-S- Direction: DOVER DRIVE Site Code : 00000000 E-W Direction: 16TH ST/CASTAWAYS Start Date : 3/19/2015 Page No : 1 Groups Printed-TurnmMovements DOVER DRIVE CASTAWAYS DOVER DRIVE 16TH STREET Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left Right Thru Left Right Thru Left Right Thru Left Int.Total 07:00 4 113 8 4 2 5 6 71 17 22 2 4 258 07:15 3 159 9 7 4 4 6 76 8 35 4 3 318 07:30 11 270 6 14 4 12 3 112 13 43 4 8 500 07:45 16 336 7 19 2 20 8 218 24 43 1 13 707 Total 34 878 30 44 12 41 23 477 62 143 11 28 1783 08:00 0 201 11 9 12 5 195 24 36 7 4 495 08:15 6 215 12 13 1 6 10 150 18 35 3 3 472 08:30 5 194 11 12 6 12 8 143 16 48 8 2 465 08:45 10 208 12 9 3 11 7 174 22 38 11 1 506 Total 21 818 46l 43 11 31 30 662 80 l 157 29 101 1938 16:301 8 189 141 14 4 31 8 242 291 45 4 5 565 16:45 3 194 15 8 3 6 9 263 39 42 12 6 600 Total 1 11 383 291 22 7 91 17 505 681 87 16 ill 1165 17:00 3 185 20 14 2 11 14 297 47 37 10 6 646 17:15 5 184 21 11 2 5 5 250 36 38 7 5 569 17:30 7 216 17 9 6 8 10 277 40 44 6 4 644 17:45 3 187 15 12 8 3 14 294 57 39 8 4 644 Total 18 772 73l 46 18 271 43 1118 180 l 158 31 191 2503 18:00 10 180 1112 6 9 8 289 43 38 6 3 615 18:15 5 198 12 10 6 7 8 215 30 30 6 2 529 Grand Total 99 3229 201 177 60 124 129 3266 463 613 99 73 8533 Apprch% 2.8 91.5 5.7 49 16.6 34.3 3.3 84.7 12 78.1 12.6 9.3 Total% 1.2 37.8 2.4 2.1 0.7 1.5 1.5 38.3 5.4 7.2 1.2 0.9 29 Drano paatauan Sht"o,.9ic. 2640 Walnut Avenue,Suite H Tustin,CA.92780 File Name : h1603010 Site Code : 00000000 Start Date : 3/19/2015 Page No : 2 DOVER DRIVE CASTAWAYS DOVER DRIVE 16TH STREET Southbound Westbound Northbound Eastbound Start Time I Right I Thru I Left I App.Total Right I Thru I Left I App.Total I Right I Thru I Left I App.Total I RightRighti Thru I Left I App.TDtis 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 11 270 6 287 14 4 12 30 3 112 13 12843 4 8 55 500 07:45 16 336 7 359 19 2 20 41 8 218 24 250 43 1 13 57 707 08:00 0 201 11 212 9 1 2 12 5 195 24 224 36 7 4 47 495 08:15 6 215 12 233 13 1 6 20 10 150 18 178 35 3 3 41 472 Total Volume 33 1022 36 1091 55 8 40 103 26 675 79 780 157 15 28 200 2174 %Apo.Total 3 93.7 3.3 53.4 7.8 38.8 3.3 86.5 10.1 78.5 7.5 14 PHF .516 .760 .750 .760 .724 .500 .500 .628 .650 .774 .823 .780 .913 .536 .538 .877 .769 DOVER DRIVE Out In Total 758 io91 1849 33 1022 36 Right Thru Le� Peak Hour Data F N � North O n 2 ti y is ti� Peak Hour Begins at 07:30 pTurnino Movements SON frc� �"O O O F+ leftThru Ri ht 79,675 26 1219780 1999 Out In Total 29 Drano paatauan Sht"o,.9ic. 2640 Walnut Avenue,Suite H Tustin,CA.92780 File Name : h1603010 Site Code : 00000000 Start Date : 3/19/2015 Page No : 3 DOVER DRIVE CASTAWAYS DOVER DRIVE 16TH STREET Southbound Westbound Northbound Eastbound Start Time I Right I Thru I Left I APD.Tonal Right I Thou I Left .Total Right Thru I Left App.tratat Ri ht Thru Left App.Tow 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 3 185 20 208 14 2 11 27 14 297 47 35837 10 6 53 646 17:15 5 184 21 210 11 2 5 18 5 250 36 291 38 7 5 50 569 17:30 7 216 17 240 9 6 8 23 10 277 40 327 44 6 4 54 644 17:45 3 187 15 205 12 8 3 23 14 294 57 365 39 8 4 51 644 Total Volume 18 772 73 863 46 18 27 91 43 1118 180 1341 1 158 31 19 208 2503 %ADD.Total 2.1 89.5. 8.5 50.5 19.8 29.7 3.2 83.4 13.4 76 14.9 9.1 PHF .643 .894 .869 .899 .821 .563 .614 .843 .768 .941 .789 .918 1 .898 .775 .792 .963 .969 DOVER DRIVE out In Total 1183 863 1 2046 18 772 73 Right Thru Left Peak Hour Data w � North 3 m FalPeak Hour Begino � >ODD Tumin Movements n m y Na *, ? r m Rt 1 8 4 9571341 2298 out In Total 294 Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : H1204023 N-S Direction: DOVER-BAYSHORES Site Code : 00000554 E-W Direction: COAST HIGHWAY Start Date :4/25/2012 Page No : 1 Groups Printed.Tur nMovements DOVER DRIVE COAST HIGHWAY BAYSHORES DRIVE COAST HIGHWAY Southbound Westbound Northbound Eastbound Start Time Right I Thru I Left Right Thru Left Right Thru Left Rig ht Thru Left Int.Total 07:00 AM 22 11 108 61 145 1 7 6 2 5 244 11 623 07:15 AM 35 6 174 63 189 1 5 6 3 8 282 16 788 07:30 AM 38 6 181 94 234 1 10 18 8 5 392 21 1008 07:45 AM 40 7 256 129 253 4 17 15 10 3 486 21 1241 Total 135 30 719 347 821 7 39 45 23 21 1404 69 3660 08:00 AM 41 14 169 168 295 5 13 4 7 9 449 33 1207 08:15 AM 48 8 2451 159 302 8 12 12 5 4 452 29 1284 08:30 AM 48 6 202 173 297 2 10 18 6 5 453 41 1261 08:45 AM 45 16 288 184 311 2 7 11 6 3 471 41 1385 Total 182 44 9041 684 1205 171 42 45 241 21 1825 1441 5137 ***BREAK*** 04:30 PMI 31 17 1751 260 467 7 3 8 4I 4 389 391 1404 04:45 PM 37 15 209 268 463 10 4 4 8 4 384 31 1437 Total 68 32 3841 528 930 171 7 12 121 8 773 701 2841 05:00 PM 32 12 181 258 509 10 9 9 3 7 379 32 1441 05:15 PM 34 12 230 323 544 16 10 11 4 4 389 29 1606 05:30 PM 32 12 221 305 515 13 15 9 8 5 356 28 1519 05:45 PM 38 13 208 284 486 9 16 3 1 6 353 30 1447 Total 136 49 8401 1170 2054 48 50 32 161 22 1477 1191 6013 06:00 PM 30 5 174 253 454 12 6 10 2 1 351 27 1325 06:15 PM 32 11 190 217 443 8 2 4 3 1 336 34 1281 Grand Total 583 171 3211 3199 5907 109 146 148 80 74 6166 463 20257 Apprch% 14.7 4.3 81 34.7 64.1 1.2 39 39.6 21.4 1.1 92 6.9 Total% 2.9 0.8 15.9 15.8 29.2 0.5 0.7 0.7 0.4 0.4 30.4 2.3 z�s Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : H1204023 N-S Direction: DOVER-BAYSHORES Site Code : 00000554 E-W Direction: COAST HIGHWAY Start Date :4/25/2012 Page No : 2 DOVER DRIVE COAST HIGHWAY BAYSHORES DRIVE COAST HIGHWAY Southbound Westbound Northbound .Eastbound Start Time I Right I Thru I Left I App.Total I Right I Thru I Left I A p.Tawe I Right I Thru I Left I App.Tow Ricjhtl Thru I Left I App.Total Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 41 14 169 224 168 295 5 46813 4 7 24 9 449 33 491 1207 06:15 AM 48 8 245 301 159 302 8 469 12 12 5 29 4 452 29 485 1284 08:30 AM 48 6 202 256 173 297 2 472 10 18 6 34 5 453 41 499 1261 08:45 AM 45 16 288 349 184 311 2 497 7 11 6 24 3 471 41 515 1385 Total Volume 182 44 904 1130 6B4 1205 17 1906 42 45 24 111 21 1825 144 1990 5137 %App.Total 16.1 3.9 80 35.9 63.2 0.9 37.8 40.5 21.6 1.1 91.7 7.2 PHF .948 .688 .785 .809 .929 .969 .531 .959 .808 .625 .857 .816 .583 .969 .878 .966 .927 DOVER DRIVE Out In Total F-8-7-31 11302003 182 44 904 Right Thru Left Peak Hour Data of ;o 3 North »n D x F r� Peak Hour Begins at 08:00 A �2 N x x o y� N p min .Movements r- 00 JN J- F" Left Thru Ri ht 24 4 42 82 11 93 Out In Tofal IIYSHORF9 DRIVE 29 Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : H1204023 N-S Direction: DOVER-BAYSHORES Site Code : 00000554 E-W Direction: COAST HIGHWAY Start Date :4/25/2012 Page No : 3 DOVER DRIVE COAST HIGHWAY BAYSHORES DRIVE COAST HIGHWAY Southbound Westbound Northbound Eastbound Start Time Ri ht I Thru I Left I App.Total Ri ht Thru I Left I App.Tow Right Thru I Left I App.Totai Right Thru I Left I Apo.Total Int.Total Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 05:00 PM 05:00 PM 32 12 181 225 258 509 10 7779 9 3 21 7 379 32 418 1441 05:15 PM 34 12 230 276 323 544 16 883 10 11 4 251 4 389 29 422 1606 05:30 PM 32 12 221 265 305 515 13 833 15 9 8 32 5 356 28 389 1519 05:45 PM 38 13 208 259 284 486 9 779 16 3 1 20 6 353 30 389 1447 Total Volume 136 49 840 1025 1170 2054 48 3272 50 32 1698 22 1477 119 1618 6013 %Apo.Total 13.3 4.8 82 35.8 62.8 1.5 51 32.7 16.3 1.4 91.3 7.4 PHF .895 .942 .913 .928 .906 .944 .750 .926 .781 .727 .500 .766 .786 .949 .930 .959 .936 DOVER DRIVE Out In Total 21 2 F 234 136 49 840 Wght Thru Left Peak Hour Data a rn O North x N 2 ti C A H N W Peak Hour Begins at 05:00 P �? m x ¢U r pTurning Mov ment r� D t F+ hiURi ht 32 5 119 98 217 Out In Total �A� Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1404115 N-S Direction: BAYSIDE DRIVE Site Code : 00000000 E-W Direction: COAST HIGHWAY Start Date : 5/1/2014 Page No : 1 Groups Printed-Vehicles BAYSIDE DRIVE COAST HIGHWAY BAYSIDE DRIVE COAST HIGHWAY Southbound Westbound Northbound Eastbound Start Time Right Thru I Lek Richt Thru Left U-Tums Right Thru Left Right Thru Lek Int.Total 07:00 AM 9 4 6 7 200 11 1 11 3 38 65 462 6 823 07:15 AM 12 6 5 5 275 11 8 14 0 75 56 583 9 1059 07:30 AM 11 6 8 5 285 14 9 7 4 76 70 554 9 1058 07:45 AM 6 1 11 7 342 11 5 7 0 85 81 508 9 1073 Total 38 17 30 24 1102 47 23 39 7 274 272 2107 33 4013 08:00 AM 14 0 9 8 3327 7 10 4 731 100 661 8 1233 08:15.AM 11 2 5 6 316 7 8 12 5 1061 79 667 10 1234 08:30 AM 8 4 8 4 378 11 7 13 2 87 86 604 8 1220 08:45 AM 4 2 4 13 362 38 6 10 5 96 110 566. 7 1223 Total 37 8 26 31 1388 63 28 45 16 362 375 2498 33 4910 ***BREAK*** 04:30 PM 15 2 13I 13 614 16 11 1 5 891 130 432 7I 1348 04:45 PM 14 3 11 8 657 14 5 13 6 125 134 470 12 1472 Total 29 5 24 1 21 1271 30 16 1 14 11 2141 264 902 191 2820 05:00 PM 14 9 5 9 777 7 4 13 3 118119 474 11 1563 05:15 PM 12 6 12 11 798 21 4 7 9 125 127 471 18 1619 05:30 PM 14 5 5 7 771 0 13 8 7 92 100 520 6 1548 05:45 PM 13 3 2 9 636 0 5 14 2 118 _114 429 7 1352 Total 53 23 24 36 2982 28 26 42 21 453 460 1894 40 6082 06:00 PM 8 5 11 11 671 0 313 1 71 88 393 11 1286 06:15 PM 9 4 7 9 596 0 9 8 5 81 104 423 13 1268 Grand Total 174 62 122 132 8010 168 105 161 61 1455 1563 8217 149 20379 Apprch% 48.6 17.3 34.1 1.6 95.2 2 1.2 9.6 3.6 86.8 15.7 82.8 1.5 Total% 0.9 0.3 0.6 0.6 39.3 0.8 0.5 0.8 0.3 7.1 7.7 40.3 0.7 29 Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1404115 N-S Direction: BAYSIDE DRIVE Site Code : 00000000 E-W Direction: COAST HIGHWAY Start Date : 5/1/2014 Page No : 2 BAYSIDE DRIVE COAST HIGHWAY BAYSIDE DRIVE COAST HIGHWAY Southbound Westbound Northbound Eastbound Start Time I Right I Thru I Left I App.Total Right I Thru I Left I u-Tums I App.T.tai Ri ht I Thru I Left I App.T.toj Ri ht I Thru I Left I App.T,,uti Int.Total Peak Hour Analysis From 07:00 AM to 08:45 AM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 08:00 AM 08:00 AM 14 0 9 23 8 332 7 7 354 10 4 73 87 100 661 8 769 1233 08:15 AM 11 2 5 18 6 316 7 a 337 12 5 106 123 79 667 10 756 1234 08:30 AM 8 4 a 20 4 378 11 7 400 13 2 87 102 86 604 8 698 1220 08:45 AM 4 2 4 10 13 362 38 6 419 10 5 96 111 110 566 7 683 1223 Total Volume 37 8 26 71 31 1388 63 28 1510 45 16 362 423 375 2498 33 2906 4910 %App.Total 52.1 11.3 36.6 2.1 91.9 4.2 1.9 10.6 3.B 85.6 12.9 86 1.1 PHF .661 .500 .722 .772 .596 .918 .414 .875 .901 .865 .800 .854 .860 .852 .936 .825 .945 .995 BAYSIDE DRIVE Out In Total 80 71 51 37 6 26 Right Thru Left Peak Hour Data 1 o ^r O North 1 t° D m ~2 m i s a r� Peak Hour Begins at 08:00 A N g 2 o < Vehicles �� D U� —� C pti< p K Lek Tint Ri hl 2 4 423 86 Out In Total 1 q Transportation Studies,Inc. 2640 Walnut Avenue,Suite H Tustin,CA.92780 City: NEWPORT BEACH File Name : h1404115 N-S Direction: BAYSIDE DRIVE Site Code : 00000000 E-W Direction: COAST HIGHWAY Start Date : 5/1/2014 Page No : 3 BAYSIDE DRIVE COAST HIGHWAY BAYSIDE DRIVE COAST HIGHWAY Southbound Westbound Northbound Eastbound Start Time I Ri ht I Thru I Left I App,Total Ri ht I Thru I Left I u-Tums App.Torsi Right Thru I Left Ap,Totai RightFThru7 LeftFAIPTI.li Int.Total Peak Hour Analysis From 04:30 PM to 06:15 PM-Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM 14 3 11 28 8 657 14 5 684 13 6 125 144 134 470 12 616 1472 05:00 PM 14 9 5 28 9 777 7 4 797 13 3 118 134 119 474 11 604 1563 05:15 PM 12 6 12 30 11 798 21 4 834 7 9 125 141 127 471 16 614 1619 05:30 PM 14 5 5 24 7 771 0 13 791 8 7 92 107 100 520 6 626 1548 Total Volume 54 23 33 110 35 3003 42 26 3106 41 25 460 526 480 1935 45 2460 6202 %App.Total 49.1 20.9 30 1.1 96.7 1.4 0.8 7.8 4.8 87.5 19.5 78.7 1.8 PHF .964 .639 .688 .917 .795 .941 .500 .500 .931 .788 .694 .920 .913 .896 .930 .703 .982 .958 BAYSIDE DRIVE Out In Total 05 110 215 541 231 33 Right Tllru Leo Peak Hour Data N Ya �� tz.N o00 S North m O 2 �2 o N O n 2 E w M — �� Peak Hour Begins at 04:45 P r �_ � y rsa CM a f0 LMebidass N < O F+ L ft Tht 460 25 41 545 526 107 Out In Total ITM Peak Hour Summary Prepared by: NDS Tustin Ave and 17th St. Costa Mesa Peak Hour Summary Date: 6/10/2015 Southbound Approach Project b: 15-1174-001 Dav: Wednesday Lanes 1 1 1 City: Costa Mesa N Al 46 9] 67 197 Al Q A N NOON NOON AM Peak Hour 800 AM NOON Peak Hour PM 60 98 80 262 PM PM Peak Hour 445 PM 17th St I AM NOO1J24N PM AM NOON PM Lanes 95] 48 =0 93 0 • - • 804 �0 1185 2 1 F-481 E= ]] Signalized ]1 �p 109 1 2 946 E F-9-1-41 14 y 1 90 69 I� 1093 � 10]5 Lanes AM NOON PM AM NOON PM V ■ 1 1* Start End AM 258 107 101 80 AM AM 7:00 AM 9:00 AM NOON NOON NOON PM 2]6 79 92 81 PM PM 4:00 PM 600 PM i 1 0 Lanes Northbound Approach Total Ins & Outs Total Volume Per Leg AM 407 AM NOON 0 NOON PM 500 PM AM NOON PMAM NOON PM =70 923 0 1387 1093 0 1075 AM NOON PM AM NOON PM AM 258 288 AM 546 NOON 0 0 NOON 0 PM 276 252 PM 528 201 APPENDIX B Regional Growth Percentages ENC Pre-School TIA 202 CITY 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 1% Bison to Bristol 1% Bristol to Campus 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. 203 APPENDIX C Existing (2015) Intersection Level of Service Worksheets ENC Pre-School TIA 204 Existing AM Mon Aug 17, 2015 08:14:37 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 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) : 0.778 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 84 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 2 2 3 65 0 342 289 2307 11 13 1258 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: 2 2 3 65 0 342 289 2307 11 13 1258 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 65 0 342 289 2307 11 13 1258 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: 2 2 3 65 0 342 289 2307 11 13 1258 59 Ov1AdjVo1: 53 ____________ _______________11_______________11--------------- I_______________I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 457 457 686 160.0 0 1600 1600 3185 15 1600 4800 1600 ------------I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.18 0.72 0.72 0.01 0.26 0.04 Ov1Adj V/S: 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 2015 Existing AM Mon Aug 17, 2015 08:14:37 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 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) : 0.768 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 80 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include 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 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 1 0 42 0 15 26 2344 0 0 1328 36 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 1 0 42 0 15 26 2344 0 0 1328 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2344 0 0 1328 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1 0 42 0 15 26 2344 0 0 1328 36 ____________ _______________ 1_______________1 _______________ 1_______________ I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08 Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4674 126 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.73 0.00 0.00 0.28 0.28 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 200 Existing AM Mon Aug 17, 2015 08:14:37 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.534 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 37 939 15 54 850 34 82 79 46 19 87 243 Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 37 948 15 55 859 34 82 79 46 19 87 243 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: 37 948 15 55 859 34 82 79 46 19 87 243 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 37 948 15 55 859 34 82 79 46 19 87 243 PGE Adj: 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: 37 948 15 55 859 34 82 79 46 19 87 243 ------------ ---------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.63 0.37 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 1600 3200 1600 1600 1011 589 1600 1600 1600 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.02 0.30 0.01 0.03 0.27 0.02 0.05 0.08 0.08 0.01 0.05 0.15 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 207t Existing AM Mon Aug 17, 2015 08:14:37 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.502 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 319 554 19 126 540 171 306 272 269 107 392 41 Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 322 560 19 127 545 173 306 272 269 107 392 41 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: 322 560 19 127 545 173 306 272 269 107 392 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 322 560 19 127 545 173 306 272 269 107 392 41 PGE Adj: 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: 322 560 19 127 545 173 306 272 269 107 392 41 ------------ --------------- --------------- --------------- I_______________I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.01 0.99 1.00 1.81 0.19 Final Sat. : 3200 3200 1600 3200 3200 1600 3200 1609 1591 1600 2897 303 ------------1---------------11---------------11---------------11_______________ I Capacity Analysis Module: Vol/Sat: 0.10 0.17 0.01 0.04 0.17 .0.11 0.10 0.17 0.17 0.07 0.14 0.14 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 208 Existing AM Mon Aug 17, 2015 08:14:37 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection *5 Dover Dr/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.414 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 39 Level Of Service: A ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase Rights: Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 360 386 0 0 454 101 56 0 632 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: 360 386 0 0 454 101 56 0 632 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: 360 386 0 0 454 101 56 0 0 0 0 0 Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 360 386 0 0 454 101 56 0 0 0 0 0 PGE 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: 360 386 0 0 454 101 56 0 0 0 0 0 ------------ ---------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.11 0.12 0.00 0.00 0.28 0.06 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 209 Existing AM Mon Aug 17, 2015 08:14:37 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection *6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.492 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 37 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 675 26 36 1022 33 28 15 157 40 S 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: 79 675 26 36 1022 33 28 15 157 40 8 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: 79 675 26 36 1022 33 28 15 157 40 8 55 Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 79 675 26 36 1022 33 28 15 157 40 8 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: 79 675 26 36 1022 33 28 15 157 40 8 55 ------------ ---------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.65 0.35 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 1600 3200 1600 1042 558 1600 1600 1600 1600 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.05 0.21 0.02 0.02 0.32 .0.02 0.02 0.03 0.10 0.03 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 210 Existing AM Mon Aug 17, 2015 08:14:37 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.623 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 - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 24 45 42 904 44 182 148 1880 22 18 1241 705 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 904 44 182 148 1880 22 18 1241 0 Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 904 44 182 148 1880 22 18 1241 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 904 44 182 148 1880 22 18 1241 0 ____________ _______________ 1_______________1 _______________ 1_______________ I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4745 55 1600 4800 1600 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.19 0.03 .0.11 0.05 0.40 0.40 0.01 0.26 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 211 Existing AM Mon Aug 17, 2015 08:14:37 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 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) : 0.699 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 - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 362 16 45 26 8 37 33 2498 375 91 1388 31 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 362 16 45 26 8 37 33 2523 379 92 1402 31 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 362 16 45 26 8 37 33 2523 379 92 1402 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 362 16 45 26 8 37 33 2523 379 92 1402 31 ------------ --------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.57 0.11 0.32 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat. : 4108 182 511 1600 284 1316 1600 4800 1600 1600 6260 140 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.02 0.03 0.03 0.02 0.53 0.24 0.06 0.22 0.22 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 212 Existing AM Mon Aug 17, 2015 08:14:37 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #9 Tustin Ave/17th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.468 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 35 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48 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: 107 101 80 67 97 46 48 946 90 71 804 48 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: 107 101 80 67 97 46 48 946 90 71 804 48 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 107 101 80 67 97 46 48 946 90 71 804 48 PGE Adj: 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: 107 101 80 67 97 46 48 946 90 71 804 48 ------------ --------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3020 180 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.07 0.06 0.05 0.04 0.06 0.03 0.03 0.30 0.06 0.04 0.27 0.27 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 213 Existing PM Mon Aug 17, 2015 08:17:02 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 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) : 0.794 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 12 12 73 4 441 252 1583 13 38 2460 56 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: 9 12 12 73 4 441 252 1583 13 38 2460 56 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56 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: 9 12 12 73 4 441 252 1583 13 38 2460 56 Ov1AdjVo1: 189 ____________ _______________ I ___11_______________11 ______I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat. : 436 582 582 1517 83 1600 1600 3173 27 1600 4800 1600 ------------I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.50 0.50 0.02 0.51 0.04 OvlAdj V/S: 0.12 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 214 Existing PM Mon Aug 17, 2015 08:17:02 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 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) : 0.614 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 ------------ ---------------II---------------II---------------II---------------I 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 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 2 1 0 37 2 25 64 1607 5 0 2515 41 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 1 0 37 2 25 64 1607 5 0 2515 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41 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 1 0 37 2 25 64 1607 5 0 2515 41 ------------ --------------- --------------- --------------- I_______________ I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat. : 1067 533 0 925 50 625 1600 3190 10 0 4723 77 ------------1---------------11---------------11---------------11_______________ I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.50 0.50 0.00 0.53 0.53 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA �2J� Existing PM Mon Aug 17, 2015 08:17:02 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.697 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 76 681 22 75 1445 36 58 65 62 41 193 251 Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 77 688 22 76 1459 36 58 65 62 41 193 251 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 77 688 22 76 1459 36 58 65 62 41 193 251 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 77 688 22 76 1459 36 58 65 62 41 193 251 PGE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 77 688 22 76 1459 36 58 65 62 41 193 251 ------------ ---------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.51 0.49 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 1600 3200 1600 1600 819 781 1600 1600 1600 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.05 0.21 0.01 0.05 0.46 0.02 0.04 0.08 0.08 0.03 0.12 0.16 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Existing PM Mon Aug 17, 2015 08:17:02 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.695 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 75 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 330 446 44 113 685 438 269 315 296 198 592 61 Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 333 450 44 114 692 442 269 315 296 198 592 61 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 333 450 44 114 692 442 269 315 296 198 592 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 333 450 44 114 692 442 269 315 296 198 592 61 PGE Adj: 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: 333 450 44 114 692 442 269 315 296 198 592 61 ____________ _______________ 1_______________1 _______________ 1_______________I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.03 0.97 1.00 1.81 0.19 Final Sat. : 3200 3200 1600 3200 3200 1600 3200 1650 1550 1600 2901 299 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.10 0.14 0.03 0.04 0.22 0.28 0.08 0.19 0.19 0.12 0.20 0.20 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA �2� Existing PM Mon Aug 17, 2015 08:17:02 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection *5 Dover Dr/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.477 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 44 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase Rights: Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 645 532 0 0 379 93 124 0 455 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: 645 532 0 0 379 93 124 0 455 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: 645 532 0 0 379 93 124 0 0 0 0 0 Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 645 532 0 0 379 93 124 0 0 0 0 0 PGE 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: 645 532 0 0 379 93 124 0 0 0 0 0 ------------ ---------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.20 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 218 Existing PM Mon Aug 17, 2015 08:17:02 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection *6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.511 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 38 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------11---------------I Control: Protected Protected 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46 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: 180 1118 43 73 772 18 19 31 158 27 18 46 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: 180 1118 43 73 772 18 19 31 158 27 18 46 Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 180 1118 43 73 772 18 19 31 158 27 18 46 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: 180 1118 43 73 772 18 19 31 158 27 18 46 ------------ ---------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.38 0.62 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 1600 3200 1600 608 992 1600 1600 1600 1600 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.11 0.35 0.03 0.05 0.24 .0.01 0.01 0.03 0.10 0.02 0.01 0.03 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA �29 Existing PM Mon Aug 17, 2015 08:17:02 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.782 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 105 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2504 1170 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 16 32 50 840 49 136 123 1521 23 49 2579 1205 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 840 49 136 123 1521 23 49 2579 0 Deduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 840 49 136 123 1521 23 49 2579 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 840 49 136 123 1521 23 49 2579 0 ------------ ---------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4730 70 1600 4800 1600 ------------1---------------11---------------11---------------11_______________ I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.03 0.17 0.03 .0.09 0.04 0.32 0.32 0.03 0.54 0.00 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Existing PM Mon Aug 17, 2015 08:17:02 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 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) : 0.666 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 68 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 460 25 41 33 23 54 45 1935 480 68 3003 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 460 25 41 33 23 54 45 1954 485 69 3033 35 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 460 25 41 33 23 54 45 1954 485 69 3033 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 460 25 41 33 23 54 45 1954 485 69 3033 35 ------------ --------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.63 0.14 0.23 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.95 0.05 Final Sat. : 4198 228 374 1600 478 1122 1600 4800 1600 1600 6326 74 ------------1---------------11---------------11---------------11_______________I Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.02 0.05 0.05 0.03 0.41 0.30 0.04 0.48 0.48 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 221 Existing PM Mon Aug 17, 2015 08:17:02 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Base Volume Alternative) Intersection #9 Tustin Ave/17th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.558 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 92 81 80 98 60 77 914 69 109 1185 93 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: 79 92 81 80 98 60 77 914 69 109 1185 93 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: 79 92 81 80 98 60 77 914 69 109 1185 93 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 79 92 81 80 98 60 77 914 69 109 1185 93 PGE Adj: 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: 79 92 81 80 98 60 77 914 69 109 1185 93 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.85 0.15 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2967 233 ------------1---------------11---------------11---------------11_______________ I Capacity Analysis Module: Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.29 0.04 0.07 0.40 0.40 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA APPENDIX D Existing (2015) Plus Project Intersection Level of Service Worksheets ENC Pre-School TIA 223 Existing Plus Project AM Mon Aug 17, 2015 08:34:00 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.780 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bea: 2 2 3 65 0 342 289 2307 11 13 1258 59 Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 2 3 65 0 342 289 2315 11 13 1265 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: 2 2 3 65 0 342 289 2315 11 13 1265 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 65 0 342 289 231.5 11 13 1265 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: 2 2 3 65 0 342 289 2315 11 13 1265 59 OvlAdjVol: 53 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.28 0.29 0.43 1.0.0 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 457 457 686 1600 0 1600 1600 3185 15 1600 4800 1600 ------------I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.18 0.73 0.73 0.01 0.26 0.04 Ov1AdjV/S: 0.03 Crit Moves: **** **** **** **** **************************************************************W***************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 224 Existing Plus Project AM Mon Aug 17, 2015 08:34:00 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.771 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 81 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include 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 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bea: 0 1 0 42 0 15 26 2344 0 0 1328 36 Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 1 0 42 0 15 26 2352 0 0 1335 36 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 1 0 42 0 15 26 2352 0 0 1335 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2352 0 0 1335 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1 0 42 0 15 26 2352 0 0 1335 36 ------------ -------------- ----------- -------------- -------------- Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08 Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4675 125 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.73 0.00 0.00 0.29 0.29 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Existing Plus Project AM Mon Aug 17, 2015 08:34:00 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.539 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 ------------ ---------------II---------------II---------------11---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 37 939 15 54 850 34 82 79 46 19 87 243 Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bea: 37 948 15 55 859 34 82 79 46 19 87 243 Added Vol: 0 3 0 3 5 0 0 0 0 0 0 4 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 37 951 15 58 864 34 82 79 46 19 87 247 User Adj : 1.00 1.00 1.00 1.0.0 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: 37 951 15 58 864 34 82 79 46 19 87 247 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 37 951 15 58 864 34 82 79 46 19 87 247 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: 37 951 15 58 864 34 82 79 46 19 87 247 ------------ --------------II---------------II---------------II-------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1 .00 0.63 0.37 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 1600 3200 1600 1600 1011 599 1600 1600 1600 ------------I---------------II--------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.02 0.30 0.01 0.04 0.27 0.02 0.05 0.08 0.08 0.01 0.05 0.15 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 220 Existing Plus Project AM Mon Aug 17, 2015 08:34:00 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.505 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 319 554 19 126 540 171 306 272 269 107 392 41 Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bea: 322 560 19 127 545 173 306 272 269 107 392 41 Added Vol: 1 1 0 2 3 0 0 3 1 0 3 1 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 323 561 19 129 548 173 306 275 270 107 395 42 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: 323 561 19 129 548 173 306 275 270 107 395 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 323 561 19 129 548 173 306 275 270 107 395 42 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: 323 561 19 129 548 173 306 275 270 107 395 42 ------------ -------------II------------II---------------II-------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 1.00 2.00 2.00 1.00 2.00 1.01 0.99 1.00 1.81 0.19 Final Sat. : 3200 3200 1600 3200 3200 1600 3200 1615 1585 1600 2892 308 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.10 0.18 0.01 0.04 0.17 0.11 0.10 0.17 0.17 0.07 0.14 0.14 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 227 Existing Plus Project AM Mon Aug 17, 2015 08:34:00 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Dover Dr/Westcliff Dr ******************************************************************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.417 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 39 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase Rights: Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 360 386 0 0 454 101 56 0 632 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: 360 386 0 0 454 101 56 0 632 0 0 0 Added Vol: 4 4 0 0 3 0 0 0 5 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 364 390 0 0 457 101 56 0 637 0 0 0 User Adj : 1.00 1.00 1.00 1.0.0 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: 364 390 0 0 457 101 56 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 364 390 0 0 457 101 56 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: 364 390 0 0 457 101 56 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 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------I---------------II---------------II--------------II--------------I Capacity Analysis Module: Vol/Sat: 0.11 0.12 0.00 0.00 0.29 0.06 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 222 Existing Plus Project AM Mon Aug 17, 2015 08:34:00 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.508 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 38 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 675 26 36 1022 33 28 15 157 40 S 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 Bea: 79 675 26 36 1022 33 28 15 157 40 8 55 Added Vol: 18 0 0 0 8 0 8 0 4 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 97 675 26 36 1030 33 36 15 161 40 8 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: 97 675 26 36 1030 33 36 15 161 40 8 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 97 675 26 36 1030 33 36 15 161 40 8 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: 97 675 26 36 1030 33 36 15 161 40 8 55 ------------ ---------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.71 0.29 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 1600 3200 1600 1129 471 1600 1600 1600 1600 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.06 0.21 0.02 0.02 0.32 0.02 0.02 0.03 0.10 0.03 0.01 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 229 Existing Plus Project AM Mon Aug 17, 2015 08:34:00 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.624 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 ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bea: 24 45 42 904 44 182 148 1880 22 18 1241 705 Added Vol: 0 0 0 9 0 7 8 0 0 0 0 11 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 45 42 913 44 189 156 1880 22 18 1241 716 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 913 44 189 156 1880 22 18 1241 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 913 44 189 156 1880 22 18 1241 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 913 44 189 156 1880 22 18 1241 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4745 55 1600 4800 1600 ------------I--------------- --------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.19 0.03 0.12 0.05 0.40 0.40 0.01 0.26 0.00 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 230 Existing Plus Project AM Mon Aug 17, 2015 08:34:00 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.701 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 76 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 362 16 45 26 8 37 33 2498 375 91 1388 31 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 362 16 45 26 8 37 33 2523 379 92 1402 31 Added Vol: 0 0 0 0 0 0 0 9 0 0 11 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 362 16 45 26 8 37 33 2532 379 92 1413 31 User Adj : 1.00 1.00 1.00 1.0.0 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: 362 16 45 26 8 37 33 2532 379 92 141.3 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 362 16 45 26 8 37 33 2532 379 92 1413 31 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 362 16 45 26 8 37 33 2532 379 92 1413 31 ------------I--------------II-----------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.57 0.11 0.32 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat. : 4108 182 511 160.0 284 1316 1600 4800 1600 1600 6261 139 ------------I---------------II---------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.02 0.03 0.03 0.02 0.53 0.24 0.06 0.23 0.23 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 2312 Existing Plus Project AM Mon Aug 17, 2015 08:34:00 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Tustin Ave/17th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.469 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 35 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48 Growth Adj : 1.00 1_00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bee: 107 101 80 67 97 46 48 946 90 71 804 48 Added Vol: 0 0 0 0 0 0 0 5 0 0 4 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 107 101 80 67 97 46 48 951 90 71 808 48 User Adj : 1.00 1.00 1.00 1.0.0 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: 107 101 80 67 97 46 48 951 90 71 808 48 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 107 101 80 67 97 46 48 951 90 71 808 48 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: 107 101 80 67 97 46 48 951 90 71 808 48 ------------I---------------II------------II--------------II-------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3021 179 ------------I---------------II---------------II-----------II------------I Capacity Analysis Module: Vol/Sat: 0.07 0.06 0.05 0.04 0.06 0.03 0.03 0.30 0.06 0.04 0.27 0.27 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 232 Existing Plus Project PM Mon Aug 17, 2015 13:42:27 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.795 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 12 12 73 4 441 252 1583 13 38 2460 56 Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 9 12 12 73 4 441 252 1590 13 38 2468 56 User Adj : 1.00 1.00 1.00 1.0.0 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: 9 12 12 73 4 441 252 1590 13 38 2468 56 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 73 4 441 252 1590 13 38 2468 56 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: 9 12 12 73 4 441 252 1590 13 38 2468 56 OvlAdjVol: 189 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat. : 436 582 582 1517 83 1600 1600 3174 26 1600 4800 1600 ------------I--------------II--------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.50 0.50 0.02 0.51 0.04 Ov1AdjV/S: 0.12 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 233 Existing Plus Project PM Mon Aug 17, 2015 13:42:27 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.616 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 48 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I 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 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 2 1 0 37 2 25 64 1607 5 0 2515 41 Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 1 0 37 2 25 64 1614 5 0 2523 41 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 1 0 37 2 25 64 1614 5 0 2523 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 64 1614 5 0 2523 41 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 1 0 37 2 25 64 1614 5 0 2523 41 ------------ --------------II---------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat. : 1067 533 0 925 50 625 1600 3190 10 0 4724 76 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.51 0.51 0.00 0.53 0.53 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 234 Existing Plus Project PM Mon Aug 17, 2015 13:42:27 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.702 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 62 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 76 681 22 75 1445 36 58 65 62 41 193 251 Growth Adj : 1.01 1.01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 77 688 22 76 1459 36 58 65 62 41 193 251 Added Vol: 0 3 0 3 4 0 0 0 0 0 0 5 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 77 691 22 79 1463 36 58 65 62 41 193 256 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 77 691 22 79 1463 36 58 65 62 41 193 256 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 77 691 22 79 1463 36 58 6.5 62 41 193 256 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 77 691 22 79 1463 36 58 65 62 41 193 256 ------------ ---------------II-------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 1.00 0.51 0.49 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 819 791 1600 1600 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.05 0.22 0.01 0.05 0.46 0.02 0.04 0.08 0.08 0.03 0.12 0.16 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA �J� Existing Plus Project PM Mon Aug 17, 2015 13:42:27 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr ******************************************************************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.697 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 75 Level Of Service: B ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 330 446 44 113 685 438 269 315 296 198 592 61 Growth Adj : 1.01 1_01 1.01 1.01 1.01 1.01 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 333 450 44 114 692 442 269 315 296 198 592 61 Added Vol: 2 2 0 1 3 0 0 3 1 0 3 2 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 335 452 44 115 695 442 269 318 297 198 595 63 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 335 452 44 115 695 442 269 318 297 198 595 63 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 335 452 44 115 695 442 269 318 297 198 595 63 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 335 452 44 115 695 442 269 318 297 198 595 63 ------------ --------------II-------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 1.03 0.97 1.00 1.81 0.19 Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1655 1545 1600 2894 306 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.10 0.14 0.03 0.04 0.22 0.28 0.08 0.19 0.19 0.12 0.21 0.21 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 230 Existing Plus Project PM Mon Aug 17, 2015 13:42:27 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Dover Dr/Westcliff Dr ******************************************************************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.481 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 44 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase Rights: Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 645 532 0 0 379 93 124 0 455 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: 645 532 0 0 379 93 124 0 455 0 0 0 Added Vol: 5 5 0 0 3 0 0 0 4 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 650 537 0 0 382 93 124 0 459 0 0 0 User Adj : 1.00 1.00 1.00 1.0.0 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: 650 537 0 0 382 93 124 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 650 537 0 0 382 93 124 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: 650 537 0 0 382 93 124 0 0 0 0 0 ------------ --------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------I---------------II---------------II--------------II--------------I Capacity Analysis Module: Vol/Sat: 0.20 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 237 Existing Plus Project PM Mon Aug 17, 2015 13:42:27 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.514 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 38 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46 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: 180 1118 43 73 772 18 19 31 158 27 18 46 Added Vol: 16 0 0 0 7 0 9 0 5 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 196 1118 43 73 779 18 28 31 163 27 18 46 User Adj : 1.00 1.00 1.00 1.0.0 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: 196 1118 43 73 779 18 28 31 163 27 18 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 196 1118 43 73 779 18 28 31 163 27 18 46 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: 196 1118 43 73 779 18 28 31 163 27 18 46 ------------ --------------II--------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.47 0.53 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 759 841 1600 1600 1600 1600 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.12 0.35 0.03 0.05 0.24 0.01 0.02 0.04 0.10 0.02 0.01 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 238 Existing Plus Project PM Mon Aug 17, 2015 13:42:27 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.786 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 107 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2504 1170 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 16 32 50 840 49 136 123 1521 23 49 2579 1205 Added Vol: 0 0 0 11 0 8 7 0 0 0 0 9 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 16 32 50 851 49 144 130 1521 23 49 2579 1214 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 851 49 144 130 1521 23 49 2579 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 851 49 144 130 1521 23 49 2579 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 851 49 144 130 1521 23 49 2579 0 ------------ ---------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4730 70 1600 4800 1600 ------------I---------------II---------------II-------------11--------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.03 0.18 0.03 0.09 0.04 0.32 0.32 0.03 0.54 0.00 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 239 Existing Plus Project PM Mon Aug 17, 2015 13:42:27 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.667 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 68 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 460 25 41 33 23 54 45 1935 480 68 3003 35 Growth Adj : 1.00 1_00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 460 25 41 33 23 54 45 1954 485 69 3033 35 Added Vol: 0 0 0 0 0 0 0 11 0 0 9 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 460 25 41 33 23 54 45 1965 485 69 3042 35 User Adj : 1.00 1.00 1.00 1.0.0 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: 460 25 41 33 23 54 45 1965 485 69 3042 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 460 25 41 33 23 54 45 1965. 485 69 3042 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 460 25 41 33 23 54 45 1965 485 69 3042 35 ------------ --------------II------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.63 0.14 0.23 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.95 0.05 Final Sat. : 4198 228 374 160.0 478 1122 1600 4800 1600 1600 6326 74 ------------I---------------II---------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.02 0.05 0.05 0.03 0.41 0.30 0.04 0.48 0.48 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 240 Existing Plus Project PM Mon Aug 17, 2015 13:42:27 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Tustin Ave/17th 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 92 8.1 80 98 60 77 914 69 109 1185 93 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: 79 92 81 80 98 60 77 914 69 109 1185 93 Added Vol: 0 0 0 0 0 0 0 4 0 0 5 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 79 92 81 80 98 60 77 918 69 109 1190 93 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: 79 92 81 80 98 60 77 918 69 109 1190 93 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 79 92 81 80 98 60 77 918 69 109 1190 93 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: 79 92 81 80 98 60 77 918 69 109 1190 93 ------------ --------------II--------------II--------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1 .00 1.00 1 .00 2.00 1.00 1.00 1.86 0.14 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2968 232 ------------I---------------II---------------II--------------II-------------I Capacity Analysis Module: Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.29 0.04 0.07 0.40 0.40 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 241 APPENDIX E Approved Projects ENC Pre-School TIA 242 16-JUN-15 Traffic Phasing Data Projects Less Than 100% Complete page: 1 Project Number Project Name Percent 148 FASHION ISLAND EXPANSION 40% 154 TEMPLE BAT YAHM EXPANSION 65% 910 NEWPORT DUNES 0% 945 HOAG HOSPITAL PHASE III 0% 949 ST. MARK PRESBYTERIAN CHU 77% 955 2300 NEWPORT BLVD 0% 958 HOAG HEALTH CENTER 85% 959 NORTH NEWPORT CENTER 0% 960 SANTA BARBARA CONDO (MARR 0% 962 328 OLD NEWPORT MEDICAL 0 0% 964 BAYVIEW MEDICAL OFFICE- 0% 965 MARINER'S POINTE 23,015 S 0% 966 4221 DOLPHIN STRIKER- 13 55% 967 SAN JOAQUIN HILLS PLZA RE 0% 968 UPTOWN NEWPORT(PHASE 2) 0% 969 UPTOWN NEWPORT(PHASE 1) 0% 970 MARINA PARK 0% 971 BACK BAY LANDING 300 ECH 0% 972 WESTCLIFF DRIVE MEDICAL P 0% 973 LIDO HOUSE HOTEL TRAFFIC 0% 974 NEWPORT EXECUTIVE CTR 0% �43 ts.lun�15 Traffic Phasing Ordinance page 1 Approved Projects 80%Volume Summary Intersection Report Int.Number Int.Name 5440 COAST HWY E/BAYSIDE DR 1 Hr Peak Totals 1 Hr Peak NB SB ES WB NL NT NR SL S1SR EL Er ER WL Wi WR AM 6 106 128 86 1 6 62 3 41 72 56 71 15 PM 9 185 148 115 3 6 98 7 80 71 74 2 85 30 Int.Number Int.Name 2630 RIVERSIDE AVE I COAST HWYW 1 Hr Peak Totals 1 Hr Peak NS SB ES WS NL NT NR SL ST SR EL Er ER WL WT WR AM 2 127 105 1 1 127 105 PM 2 147 155 2 1 146 154 1 Int.Number Int.Name 2635 COAST HWY W/TUSTIN AVE 1 I Ir Peak Totals 1 Hr Peak NB SB ED WB NL NT NR SL ST SH_ EL FT ER WL WT WR AM 127 105 127 105 PM 147 156 147 156 Int.Number Int.Name 3365 IRVINE AVE/19TH S'I' DOVER DR 1 Hr Peak Totals 1 Hr Peak , NB SB EB WB NL NT NR SL_ ST SR EL ET ER WL WT WR AM 10 28 2 7. 2 9 3 25 2 2 PM 35 21 2 4 2 33 4 17 2 4 16-JUN-15 Traffic Phasing Ordinance page 2 Approved Projects 80%Volume Summary Intersection Report Int.Number Int.Name 3260 tETH ST/DOVER DR 1 Hr Peak Totals 1 Hr Peak NB SB ES WE NL NT NR SL ST SR EL ET ER WL WT WR AM 42 23 7 11 30 23 7 PM 56 51 17 11 45 51 17 Int.Number Int.Name 3275 IRVINE AVE/17TH ST WESTCLIFF DR 1 Hr Peak Totals 1 Hr Peak NB SB EB WE NL NT NR_ SL $T SR EL ET ER WI_ WT WR AM 14 28 47 21 8 6 8 18 2 1 30 16 17 4 PM 45 22 50 53 20 25 7 12 2 4 33 13 42 10 Int.Number InL Name 3290 DOVER OR l WESTCLIFF DR 1 Hr Peak Totals 1 Hr Peak _NB SB E6 WE NL NT NR SL ST SR EL ET ER WL WT WR AM 30 9 19 26 3 6 2 2 18 PM 37 10 45 27 10 9 2 2 42 Int.Number Int.Name 3060 COAST HWYW/DOVER DR BAYSHORE DR 1 Hr Peak Totals 1 Hr Peak NB SB ED WE NL NT NR SL ST SR EL ET ER WL WT WR AM 46 124 125 33 14 22 103 89 35 PM 78 151 179 45 33 36 115 132 47 APPENDIX F Future (2018) Plus Approved Plus Growth Intersection Level of Service Worksheets - TPO ENC Pre-School TIA 240 Future+Approved AM Mon Aug 17, 2015 13:49:34 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.840 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 116 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 --------- -------------II--------------II--------------II---------------I Volume Module: Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 1 0 1 0 127 0 0 105 0 Initial Fut: 2 2 3 66 0 343 298 2503 11 13 1401 61 User Adj : 1.00 1.00 1.00 1.0.0 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 2 3 66 0 343 298 2503 11 13 1401 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 343 298 2503 11 13 1401 61 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 2 3 66 0 343 298 2503 11 13 1401 61 OvlAdjVol: 45 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.28 0.29 0.43 1.0.0 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 457 457 686 1600 0 1600 1600 3186 14 1600 4800 1600 ------------I--------------II--------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.19 0.79 0.79 0.01 0.29 0.04 Ov1AdjV/S: 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 247t Future+Approved AM Mon Aug 17, 2015 13:49:34 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.830 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 109 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include 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 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 127 0 0 105 0 Initial Fut: 0 1 0 42 0 15 26 2541 0 0 1473 37 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 1 0 42 0 15 26 2541 0 0 147.3 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2541 0 0 1473 37 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 1 0 42 0 15 26 2541 0 0 1473 37 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4682 118 ------------I---------------II---------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.79 0.00 0.00 0.31 0.31 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA �f Future+Approved AM Mon Aug 17, 2015 13:49:34 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.550 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 ------------ ---------------II---------------II---------------11---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 37 948 15 55 859 34 82 79 46 19 87 243 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 38 976 15 57 885 35 82 79 46 19 87 243 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 2 9 0 3 25 0 0 0 2 0 D 2 Initial Fut: 40 985 15 60 910 35 82 79 48 19 87 245 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 985 15 60 910 35 82 79 48 19 87 245 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 985 15 60 910 35 82 79 48 19 87 245 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 985 15 60 910 35 82 79 48 19 87 245 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 0.62 0.38 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 995 605 1600 1600 1600 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.03 0.31 0.01 0.04 0.28 0.02 0.05 0.08 0.08 0.01 0.05 0.15 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA �f 9 Future+Approved AM Mon Aug 17, 2015 13:49:34 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.538 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 322 560 19 127 545 173 306 272 269 107 392 41 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 332 577 20 131 561 178 306 272 269 107 392 41 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 8 6 0 8 18 2 1 30 16 0 17 4 Initial Fut: 340 583 20 139 579 180 307 302 285 107 409 45 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 340 583 20 139 579 180 307 302 285 107 409 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 340 583 20 139 579 180 307 302 285 107 409 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 340 583 20 139 579 180 307 302 285 107 409 45 ------------ ---------------II--------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 1.03 0.97 1.00 1.80 0.20 Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1646 1554 1600 2883 317 ------------I---------------II---------------II-------------II---------------I Capacity Analysis Module: Vol/Sat: 0.11 0.18 0.01 0.04 0.18 0.11 0.10 0.18 0.18 0.07 0.14 0.14 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 250 Future+Approved AM Mon Aug 17, 2015 13:49:34 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Dover Dr/Westcliff Dr ******************************************************************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.426 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 360 386 0 0 454 101 56 0 632 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: 360 386 0 0 454 101 56 0 632 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 26 3 0 0 6 2 2 0 18 0 D 0 Initial Fut: 386 389 0 0 460 103 58 0 650 0 0 0 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Volume: 366 389 0 0 460 103 58 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 386 389 0 0 460 103 58 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: 386 389 0 0 460 103 58 0 0 0 0 0 ------------ --------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------I---------------II---------------II--------------II--------------I Capacity Analysis Module: Vol/Sat: 0.12 0.12 0.00 0.00 0.29 0.06 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 251 Future+Approved AM Mon Aug 17, 2015 13:49:34 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.510 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 38 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 675 26 36 1022 33 28. 15 157 40 S 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: 79 675 26 36 1022 33 28 15 157 40 8 55 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 11 30 0 0 23 0 0 0 7 0 D 0 Initial Fut: 90 705 26 36 1045 33 28 15 164 40 8 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: 90 705 26 36 1045 33 28 15 164 40 8 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 90 705 26 36 1045 33 28 15 164 40 8 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: 90 705 26 36 1045 33 28 15 164 40 8 55 ------------ ---------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.65 0.35 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1042 558 1600 1600 1600 1600 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.06 0.22 0.02 0.02 0.33 0.02 0.02 0.03 0.10 0.03 0.01 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 252 Future+Approved AM Mon Aug 17, 2015 13:49:34 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.664 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 68 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 33 0 14 22 103 0 0 89 35 Initial Fut: 24 45 42 937 44 196 174 2039 23 19 1367 761 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 937 44 196 174 2039 23 19 1367 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 937 44 196 174 2039 23 19 1367 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 937 44 196 174 2039 23 19 1367 0 ------------ ---------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4747 53 1600 4800 1600 ------------I--------------- --------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.20 0.03 0.12 0.05 0.43 0.43 0.01 0.28 0.00 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 253 Future+Approved AM Mon Aug 17, 2015 13:49:34 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.757 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 94 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 1 6 0 62 3 41 72 56 0 0 71 15 Initial Fut: 363 22 45 88 11 78 106 2655 390 95 1515 47 User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2655 390 95 1515 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 363 22 45 88 11 78 106 2655 390 95 1515 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 363 22 45 88 11 78 106 2655 390 95 1515 47 ------------ --------------II-------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.54 0.15 0.31 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.88 0.12 Final Sat. : 4052 246 502 160.0 198 1402 1600 4800 1600 1600 6208 192 ------------I---------------II---------------II------------11-------------- I Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.55 0.24 0.06 0.24 0.24 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 254 Future+Approved AM Mon Aug 17, 2015 13:49:34 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Tustin Ave/17th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.496 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 37 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 110 104 82 69 100 47 49 974 93 73 828 49 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 47 0 0 27 0 Initial Fut: 110 104 82 69 100 47 49 1021 93 73 855 49 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: 110 104 82 69 100 47 49 1021 93 73 855 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 110 104 82 69 100 47 49 1021 93 73 855 49 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: 110 104 82 69 100 47 49 1021 93 73 855 49 ------------ ---------------II------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3025 175 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.07 0.07 0.05 0.04 0.06 0.03 0.03 0.32 0.06 0.05 0.28 0.28 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 215115 Future+Approved PM Mon Aug 17, 2015 13:49:55 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.841 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 117 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 2 0 0 1 146 0 0 154 1 Initial Fut: 9 12 12 75 4 441 261 1776 13 39 2688 59 User Adj : 1.00 1.00 1.00 1.0.0 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: 9 12 12 7.5 4 441 261 1776 13 39 2688 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 75 4 441 261 1776 13 39 2688 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: 9 12 12 75 4 441 261 1776 13 39 2688 59 OvlAdjVol: 180 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 436 582 582 1519 81 1600 1600 3176 24 1600 4800 1600 ------------I--------------II--------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.56 0.56 0.02 0.56 0.04 Ov1AdjV/S: 0.11 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 2150 Future+Approved PM Mon Aug 17, 2015 13:49:55 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.663 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 55 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I 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 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 42 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 147 0 0 156 0 Initial Fut: 2 1 0 37 2 25 66 1802 5 0 2746 42 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 1 0 37 2 25 66 1802 5 0 2746 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 66 1802 5 0 2746 42 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 1 0 37 2 25 66 1802 5 0 2746 42 ------------ ---------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat. : 1067 533 0 925 50 625 1600 3191 9 0 4727 73 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.56 0.56 0.00 0.58 0.58 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 25`Lj Future+Approved PM Mon Aug 17, 2015 13:49:55 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.721 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 67 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 77 688 22 76 1459 36 58. 65 62 41 193 251 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 79 709 23 78 1503 37 58 65 62 41 193 251 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 2 33 0 4 17 0 0 0 2 0 0 4 Initial Fut: 81 742 23 82 1520 37 58 65 64 41 193 255 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: 61 742 23 82 1520 37 58 65 64 41 193 255 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 81 742 23 82 1520 37 58 6.5 64 41 193 255 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: 81 742 23 82 1520 37 58 65 64 41 193 255 ------------ ---------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 0.50 0.50 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 806 794 1600 1600 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.05 0.23 0.01 0.05 0.47 0.02 0.04 0.08 0.08 0.03 0.12 0.16 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA Future+Approved PM Mon Aug 17, 2015 13:49:55 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.728 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 84 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 333 450 44 114 692 442 269 315 296 198 592 61 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 343 464 45 117 713 455 269 315 296 198 592 61 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 20 25 0 7 12 2 4 33 13 0 42 10 Initial Fut: 363 489 45 124 725 457 273 348 309 198 634 71 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 363 489 45 124 725 457 273 348 309 198 634 71 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 363 489 45 124 725 457 273 348 309 198 634 71 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 363 489 45 124 725 457 273 348 309 198 634 71 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 1.06 0.94 1.00 1.80 0.20 Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1695 1505 1600 2878 322 ------------I---------------II---------------II-------------II------------I Capacity Analysis Module: Vol/Sat: 0.11 0.15 0.03 0.04 0.23 0.29 0.09 0.21 0.21 0.12 0.22 0.22 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA Future+Approved PM Mon Aug 17, 2015 13:49:55. Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Dover Dr/Westcliff Dr ******************************************************************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.492 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 45 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase Rights: Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 645 532 0 0 379 93 124 0 455 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: 645 532 0 0 379 93 124 0 455 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 27 10 0 0 9 2 2 0 42 0 0 0 Initial Fut: 672 542 0 0 388 95 126 0 497 0 0 0 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Volume: 672 542 0 0 388 95 126 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 672 542 0 0 388 95 126 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: 672 542 0 0 388 95 126 0 0 0 0 0 ------------I--------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------I---------------II---------------II--------------II--------------I Capacity Analysis Module: Vol/Sat: 0.21 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 200 Future+Approved PM Mon Aug 17, 2015 13:49:55 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.535 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46 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: 180 1118 43 73 772 18 19 31 158 27 18 46 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 11 45 0 0 51 0 0 0 17 0 D 0 Initial Fut: 191 1163 43 73 823 18 19 31 175 27 18 46 User Adj : 1.00 1.00 1.00 1.0.0 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: 191 1163 43 73 823 18 19 31 175 27 18 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 191 1163 43 73 823 18 19 31 175 27 18 46 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: 191 1163 43 73 823 18 19 31 175 27 18 46 ------------I--------------II-----------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 0.38 0.62 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 608 992 1600 1600 1600 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.12 0.36 0.03 0.05 0.26 0.01 0.01 0.03 0.11 0.02 0.01 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 201 Future+Approved PM Mon Aug 17, 2015 13:49:55 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.847 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 149 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 45 0 33 36 115 0 0 132 47 Initial Fut: 16 32 50 885 49 169 163 1682 24 50 2788 1288 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 885 49 169 163 1682 24 50 2788 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 885 49 169 163 1682 24 50 2788 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 885 49 169 163 1682 24 50 2788 0 ------------ ---------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4733 67 1600 4800 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.03 0.18 0.03 0.11 0.05 0.36 0.36 0.03 0.58 0.00 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 202 Future+Approved PM Mon Aug 17, 2015 13:49:55 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.799 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 113 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 3 6 0 98 7 so 71 74 2 0 85 30 Initial Fut: 463 31 41 131 30 134 117 2087 502 71 3209 66 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: 463 31 41 131 30 134 117 2087 502 71 3209 66 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 463 31 41 131 30 134 117 2087 502 71 3209 66 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: 463 31 41 131 30 134 117 2087 502 71 3209 66 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.60 0.17 0.23 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat. : 4154 278 368 160.0 293 1307 1600 4800 1600 1600 6271 129 ------------I---------------II---------------II--------------II-------------I Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.08 0.10 0.10 0.07 0.43 0.31 0.04 0.51 0.51 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 203 Future+Approved PM Mon Aug 17, 2015 13:49:55 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Tustin Ave/17th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.595 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 92 81 80 98 60 77 914 69 109 1185 93 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 81 95 83 82 101 62 79 941 71 112 1221 96 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 50 0 0 64 0 Initial Fut: 81 95 83 82 101 62 79 991 71 112 1285 96 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 61 95 83 B2 101 62 79 991 71 112 1285 96 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 81 95 83 82 101 62 79 991 71 112 1285 96 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: 81 95 83 82 101 62 79 991 71 112 1285 96 ------------ ---------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.86 0.14 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2978 222 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.31 0.04 0.07 0.43 0.43 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 204 APPENDIX G TPO Analysis One Percent Threshold Calculation Worksheets ENC Pre-School TIA 205 AM Peak Hour -TPO One Percent Threshold Analysis Required Volume Northbound Southbound Eastbound Westbound Total Type Left Thru Right Left Thru Right Left Thru Right Left Thru Right Volume 1,Riverside Ave./Coast Hwy Base Existing+Growth) 2 2 3 65 0 342 291 2330 11 13 1270 60 4390 Approved Project Trips 0 0 0 1 0 1 0 127 0 0 105 0 234 Total Base Volume(Base+Approved) 2 2 3 66 0 343 298 2503 11 13 1401 61 4624 Total Approach Volume of Base 7 409 2812 1475 1%of Base Volume 0.07 4.09 28.12 14.75 Project Trip at Approaches 0 0 0 0 0 0 0 8 0 0 7 0 2.Tustin Ave./Coast HwV. Base(Existing+Growth) 0 1 0 42 0 15 26 2367 0 0 1341 36 3828 Approved Project Trips 0 0 0 0 0 0 0 127 0 0 105 0 232 Total Base Volume(Base+Approved) 0 1 0 42 0 15 26 2541 0 0 1473 37 4060 Total Approach Volume of Base 1 57 2567 1510 1%of Base Volume 0.01 0.57 25.67 15.1 Project Trip at Approaches 0 0 0 0 0 0 0 8 0 0 7 0 Base(Existing+Growth) 38 967 15 56 876 35 82 79 46 19 87 243 2543 Approved Project Trips 2 9 0 3 25 D 0 0 2 0 0 2 43 Total Base Volume(Base+Approved) 40 985 15 60 910 35 82 79 48 19 87 245 2586 Total Approach Volume of Base 1040 1005 209 351 1%of Base Volume 10.4 10.05 2.09 3.51 Project Trip at Approaches 0 3 0 3 5 0 0 0 0 0 0 4 4,Irvine Ave./17th St./Westcliff Or. Base Existing+Growth) 329 571 20 130 556 176 306 272 269 107 392 41 3168 Approved Project Trips 8 6 0 8 18 2 1 30 16 0 17 4 110 Total Base Volume(Base+Approved) 340 583 20 139 579 ISO 307 302 285 107 409 45 3278 Total Approach Volume of Base 943 898 894 561 1%of Base Volume 9.43 8.98 8.94 5.61 Project Trip at Approaches 1 1 0 2 3 0 0 3 1 0 3 1 �Prjiii cgff Dr: Base(Usung+Growth) 360 386 0 0 454 101 56 0 632 0 0 0 1989 Approved Project Trips 26 3 0 0 6 2 2 0 18 0 0 0 57 Total Base Volume(Base+Approved) 386 389 0 0 460 103 58 0 650 0 0 0 2046 Total Approach Volume of Base 775 563 708 0 1%of Base Volume 7.75 5.63 7.08 0 Project Trip at Approaches 4 4 0 0 3 0 0 0 5 0 0 0 Base(Existing+Growth) 79 675 26 36 1022 33 28 IS 157 40 8 55 2174 Approved Project Trips it 30 0 0 23 0 0 0 7 0 0 0 71 Total Base Volume(Base+Approved) 90 705 26 36 1045 33 28 35 164 40 8 55 2245 Total App roach Vo l pare of Base 821 1114 207 103 1%of Base Vol ume 8.21 11.14 2.07 1.03 Project Trip at Approaches 18 0 0 0 8 0 8 0 4 0 0 0 Z..D Base(Existing+Growth) 24 45 42 904 44 182 148 1880 22 18 1241 705 5254 Approved Project Trips 0 0 0 33 0 14 22 103 0 0 89 35 296 Total Base Volume(Base+Approved) 24 45 42 937 44 196 174 2039 23 19 1367 761 5550 Total Approach Volume of Base 111 1177 2236 2147 1%of Base Vol ume 1.11 11.77 22.36 21.47 Project Tri p at Approaches 0 0 0 9 0 7 8 0 0 0 0 it B.Bayside Dr./Coast Hwy. Base(Existing+Growth) 362 16 45 26 8 37 34 2573 386 94 1430 32 5042 Approved Project Trips 1 6 0 62 3 41 72 56 0 0 71 15 327 Total Base Volume(Base+Approved) 363 22 45 88 11 78 106 2655 390 95 1515 47 5369 Total Approach Vol ume of Base 430 177 3151 1657 1%of Base Vol ume 4.3 1.77 31.51 16.57 Project Tri p at Approaches 0 0 0 0 0 0 0 9 0 0 11 0 9.Tustin AVP./17th St. Base(Existing+Growth) 110 104 82 69 100 47 49 974 93 73 828 49 2580 Approved Project Trips 0 0 0 0 0 0 0 47 0 0 27 D 74 Total Base Volume(Base+Approved) 110 104 82 69 100 47 49 1021 93 73 855 49 2654 Total Approach Vo l ume of Base 296 216 1163 977 1%of Base Vol ume 2.96 2.16 11.63 9.77 Project Tri p at Approaches 0 0 0 0 0 0 0 5 0 0 4 0 200 PM Peak Hour -TPO One Percent Threshold Analysis Required Volume Northbound Southbound Eastbound Westbound Total Type Left Thru Right Left Thru Right Left Thru Right Left Thru Right Volume 1.Riverside Ave./Coast Hwy Base Existing+Growth) 9 12 12 73 4 441 254 1599 13 38 2484 57 4996 Approved Project Trips 0 0 0 2 0 0 1 146 0 0 154 1 304 Taal Base Volume(Base+Approved) 9 12 12 75 4 441 261 1776 13 39 2688 59 5300 Total Approach Volume of Base 33 520 2050 2786 1%of Base Volume 0.33 5.2 20.5 27.86 Project Trip at Approaches 0 0 0 0 0 0 0 7 0 0 8 0 2.Tustin Ave./Coast Hwy. Base(Existing+Growth) 2 1 0 37 2 25 65 1622 5 0 2540 41 4340 Approved Project Trips 0 0 0 0 0 0 0 147 0 0 156 0 303 Total Base Volume(Base+Approved) 2 1 0 37 2 25 66 1802 5 0 2746 42 4643 Total Approach Volume of Base 3 64 1873 2788 1%of Base Volume 0.03 0.64 18.73 27.88 Project Trip at Approaches 0 0 0 0 0 0 0 7 0 0 8 0 Base Existing+Growth) 78 701 23 77 1488 37 58 65 62 41 193 251 3075 Approved Project Trips 2 33 0 4 17 0 0 0 2 0 0 4 62 Total Base Volume(Base+Approved) 81 742 23 82 1520 37 58 65 64 41 193 255 3137 Total Approach Volume of Base 846 1639 187 489 1%of Base Volume 8.46 16.39 1.87 4.89 Project Trip at Approaches 0 3 0 3 4 0 0 0 0 0 0 5 4.Irvine Ave./17th St./Westcliff Dr. Base(Existing+Growth) 340 459 45 116 706 451 269 315 296 198 592 61 3849 Approved Project Trips 20 25 0 7 12 2 4 33 13 0 42 10 168 Total Base Volume(Base+Approved) 363 489 45 124 725 457 273 348 309 198 634 71 4017 Total Approach Volume of Base 897 1306 930 903 1%of Base Volume 8.97 13.06 9.3 9.03 Project Trip at Approaches 2 2 0 1 3 0 0 3 1 0 3 2 5.Dover Dr./Westcliff Dr. Base Existing+Growth) 645 532 0 0 379 93 124 0 455 0 0 0 2228 Approved Project Trips 27 10 0 0 9 2 2 0 42 0 0 0 92 Total Base Volume(Base+Approved) 672 542 0 0 388 95 126 0 497 0 0 0 2320 Total Approach Volume of Base 1214 483 623 0 1%of Base Volume 12.14 4.83 6.23. 0 Project Trip at Approaches 5 5 0 0 3 0 0 0 4 0 0 0 Base(Existing+Growth) 180 1118 43 73 772 18 19 31 158 27 18 46 2503 Approved Project Trips 11 45 0 0 51 0 0 0 17 0 0 0 124 Total Base Volume(Base+Approved) 191 1163 43 73 823 18 19 31 175 27 18 46 2627 Total Approach Volume of Base 1397 914 225 91 1%of Base Volume 13.97 9.14 2.25 0.91 Project Trip at Approaches 16 0 0 0 7 0 9 0 5 0 0 0 Base Existing+Growth) 16 32 50 840 49 136 123 1521 23 49 2579 1205 6623 Approved Project Trips 0 0 0 45 0 33 36 115 0 0 132 47 408 Total Base Volume(Base+Approved) 16 32 50 885 49 169 163 1682 24 50 2788 1288 7031 Total Approach Volume of Base 98 1103 1869 4126 1%of Base Volume 0.98 11.03 18.69 41.26 Project Trip at Approaches 0 0 0 11 0 8 7 0 0 0 0 9 S.Bayside Dr./Coast Hwy. Base(Existing+Growth) 460 25 41 33 23 54 46 1993 494 70 3093 36 6369 Approved Project Trips 3 6 0 98 7 80 71 74 2 0 85 30 456 Total Base Volume(Base+Approved) 463 31 41 131 30 134 117 2087 502 71 3209 66 6825 Total Approach Volume of Base 535 295 2706 3346 1%of Base Volume 5.35 2.95 27.06 33.46 Project Trip at Approaches 0 0 0 0 0 0 0 11 0 0 9 0 9.Tustin Ave./17th St. Base(Existing+Growth) 81 95 83 82 101 62 79 941 71 112 1221 96 3025 Approved Project Trips 0 0 0 0 0 0 0 50 0 0 64 0 114 Total Base Volume(Base+Approved) 81 95 83 82 101 62 79 991 71 112 1285 96 3139 Total Approach Volume of Base 259 245 1141 1493 1%of Base Volume 2.59 2.45 11.41 14.93 Project Trip at Approaches 0 0 0 0 0 0 0 4 0 0 5 0 207 APPENDIX H Future (2018) Plus Approved Plus Growth Plus Project Intersection Level of Service Worksheets - TPO ENC Pre-School TIA 202 Future+Approved+Project AM Mon Aug 17, 2015 13:51:17 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.842 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 118 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 --------- -------------II--------------II--------------II--------------- I Volume Module: Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61 Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0 PasserByVol: 0 0 0 1 0 1 0 127 0 0 105 0 Initial Fut: 2 2 3 66 0 343 298 2511 11 13 1408 61 User Adj : 1.00 1.00 1.00 1.0.0 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 2 3 66 0 343 298 2511 11 13 1408 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 343 298 2511 11 13 1408 61 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 2 3 66 0 343 298 2511 11 13 1408 61 OvlAdjVol: 45 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.28 0.29 0.43 1.0.0 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 457 457 686 1600 0 1600 1600 3186 14 1600 4800 1600 ------------I--------------II--------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.19 0.79 0.79 0.01 0.29 0.04 Ov1AdjV/S: 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 269 Future+Approved+Project AM Mon Aug 17, 2015 13:51:17 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.832 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 111 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include 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 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37 Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0 PasserByVol: 0 0 0 0 0 0 0 127 0 0 105 0 Initial Fut: 0 1 0 42 0 15 26 2549 0 0 1480 37 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 1 0 42 0 15 26 2549 0 0 1480 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2549 0 0 1480 37 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 1 0 42 0 15 26 2549 0 0 1480 37 ------------ -------------- ----------- -------------- -------------- Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4683 117 ------------I---------------II---------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.80 0.00 0.00 0.32 0.32 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 270 Future+Approved+Project AM Mon Aug 17, 2015 13:51:17 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.555 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 ------------ ---------------II---------------II---------------11---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 37 948 15 55 859 34 82 79 46 19 87 243 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 38 976 15 57 885 35 82 79 46 19 87 243 Added Vol: 0 3 0 3 5 0 0 0 0 0 0 4 PasserByVol: 2 9 0 3 25 0 0 0 2 0 0 2 Initial Fut: 40 988 15 63 915 35 82 79 48 19 87 249 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 988 15 63 915 35 82 79 48 19 87 249 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 988 15 63 915 35 82 79 48 19 87 249 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 988 15 63 915 35 82 79 48 19 87 249 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 0.62 0.38 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 995 605 1600 1600 1600 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.03 0.31 0.01 0.04 0.29 0.02 0.05 0.08 0.08 0.01 0.05 0.16 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA ��2 Future+Approved+Project AM Mon Aug 17, 2015 13:51:17 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.540 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 50 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------I---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 322 560 19 127 545 173 306 272 269 107 392 41 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 332 577 20 131 561 178 306 272 269 107 392 41 Added Vol: 1 1 0 2 3 0 0 3 1 0 3 1 PasserByVol: 8 6 0 8 18 2 1 30 16 0 17 4 Initial Fut: 341 584 20 141 582 180 307 305 286 107 412 46 User Adj : 1.00 1.00 1.00 1.0.0 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: 341 584 20 141 582 180 307 305 286 107 412 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 341 584 20 141 582 180 307 305 286 107 412 46 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: 341 584 20 141 582 180 307 305 286 107 412 46 ------------ ---------------II---------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 1.03 0.97 1.00 1.80 0.20 Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1651 1549 1600 2879 321 ------------I---------------II---------------II-------------II------------I Capacity Analysis Module: Vol/Sat: 0.11 0.18 0.01 0.04 0.18 0.11 0.10 0.18 0.18 0.07 0.14 0.14 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 272 Future+Approved+Project AM Mon Aug 17, 2015 13:51:17 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Dover Dr/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.429 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 360 386 0 0 454 101 56 0 632 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: 360 386 0 0 454 101 56 0 632 0 0 0 Added Vol: 4 4 0 0 3 0 0 0 5 0 0 0 PasserByVol: 26 3 0 0 6 2 2 0 18 0 D 0 Initial Fut: 390 393 0 0 463 103 58 0 655 0 0 0 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Volume: 390 393 0 0 463 103 58 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 390 393 0 0 463 103 58 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: 390 393 0 0 463 103 58 0 0 0 0 0 ------------ -------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------I---------------II---------------II--------------II--------------I Capacity Analysis Module: Vol/Sat: 0.12 0.12 0.00 0.00 0.29 0.06 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 2j 3 Future+Approved+Project AM Mon Aug 17, 2015 13:51:17 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.527 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 39 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 675 26 36 1022 33 28 15 157 40 8 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: 79 675 26 36 1022 33 28 15 157 40 8 55 Added Vol: 18 0 0 0 8 0 8 0 4 0 0 0 PasserByVol: 11 30 0 0 23 0 0 0 7 0 D 0 Initial Fut: 108 705 26 36 1053 33 36 15 168 40 8 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: 108 705 26 36 1053 33 36 15 168 40 8 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 108 705 26 36 1053 33 36 15 168 40 8 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: 108 705 26 36 1053 33 36 15 168 40 8 55 ------------ ---------------II-------------II--------------II-------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.71 0.29 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 1600 3200 1600 1129 471 1600 1600 1600 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.07 0.22 0.02 0.02 0.33 0.02 0.02 0.03 0.11 0.03 0.01 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 2,74 Future+Approved+Project AM Mon Aug 17, 2015 13:51:17 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.665 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 68 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726 Added Vol: 0 0 0 9 0 7 8 0 0 0 0 11 PasserByVol: 0 0 0 33 0 14 22 103 0 0 89 35 Initial Fut: 24 45 42 946 44 203 182 2039 23 19 1367 772 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 946 44 203 182 2039 23 19 1367 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 946 44 203 182 2039 23 19 1367 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 946 44 203 182 2039 23 19 1367 0 ------------ -------------- ----------- -------------- -------------- Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4747 53 1600 4800 1600 ------------I--------------- --------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.20 0.03 0.13 0.06 0.43 0.43 0.01 0.28 0.00 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 2715 Future+Approved+Project AM Mon Aug 17, 2015 13:51:17 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.759 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 95 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32 Added Vol: 0 0 0 0 0 0 0 9 0 0 11 0 PasserByVol: 1 6 0 62 3 41 72 56 0 0 71 15 Initial Fut: 363 22 45 88 11 78 106 2664 390 95 1526 47 User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2664 390 95 1526 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 363 22 45 88 11 78 106 2664 390 95 1526 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 363 22 45 88 11 78 106 2664 390 95 1526 47 ------------ --------------II-------------II---------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.54 0.15 0.31 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.88 0.12 Final Sat. : 4052 246 502 160.0 198 1402 1600 4800 1600 1600 6209 191 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.55 0.24 0.06 0.25 0.25 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Future+Approved+Project AM Mon Aug 17, 2015 13:51:17 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Tustin Ave/17th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.498 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 37 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 110 104 82 69 100 47 49 974 93 73 828 49 Added Vol: 0 0 0 0 0 0 0 5 0 0 4 0 PasserByVol: 0 0 0 0 0 0 0 47 0 0 27 0 Initial Fut: 110 104 82 69 100 47 49 1026 93 73 859 49 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 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Volume: 110 104 82 69 100 47 49 1026 93 73 859 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 110 104 82 69 100 47 49 1026 93 73 859 49 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: 110 104 82 69 100 47 49 1026 93 73 859 49 ------------ ---------------II------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3026 174 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.07 0.07 0.05 0.04 0.06 0.03 0.03 0.32 0.06 0.05 0.28 0.28 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.843 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 118 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58 Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0 PasserByVol: 0 0 0 2 0 0 1 146 0 0 154 1 Initial Fut: 9 12 12 75 4 441 261 1783 13 39 2696 59 User Adj : 1.00 1.00 1.00 1.0.0 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: 9 12 12 7.5 4 441 261 1783 13 39 2696 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 75 4 441 261 1783 13 39 2696 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: 9 12 12 75 4 441 261 1783 13 39 2696 59 OvlAdjVol: 180 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 436 582 582 1519 81 1600 1600 3176 24 1600 4800 1600 ------------I--------------II--------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.28 0.16 0.56 0.56 0.02 0.56 0.04 Ov1AdjV/S: 0.11 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 272 Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.665 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 56 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I 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 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 4.2 Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0 PasserByVol: 0 0 0 0 0 0 0 147 0 0 156 0 Initial Fut: 2 1 0 37 2 25 66 1809 5 0 2754 42 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 1 0 37 2 25 66 1809 5 0 2754 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 66 1809 5 0 2754 42 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 1 0 37 2 25 66 1809 5 0 2754 4.2 ------------ --------------II---------------II--------------II-------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat. : 1067 533 0 925 50 625 1600 3191 9 0 4728 72 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.57 0.57 0.00 0.58 0.58 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.726 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 68 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 77 688 22 76 1459 36 58 65 62 41 193 251 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 79 709 23 78 1503 37 58 65 62 41 193 251 Added Vol: 0 3 0 3 4 0 0 0 0 0 0 5 PasserByVol: 2 33 0 4 17 0 0 0 2 0 0 4 Initial Fut: 81 745 23 85 1524 37 58 65 64 41 193 260 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: 61 745 23 85 1524 37 58 65 64 41 193 260 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 81 745 23 85 1524 37 58 6.5 64 41 193 260 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: 81 745 23 85 1524 37 58 65 64 41 193 260 ------------ --------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 0.50 0.50 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 806 794 1600 1600 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.05 0.23 0.01 0.05 0.48 0.02 0.04 0.08 0.08 0.03 0.12 0.16 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA �g� Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.730 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 84 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 333 450 44 114 692 442 269 315 296 198 592 61 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 343 464 45 117 713 455 269 315 296 198 592 61 Added Vol: 2 2 0 1 3 0 0 3 1 0 3 2 PasserByVol: 20 25 0 7 12 2 4 33 13 0 42 10 Initial Fut: 365 491 45 125 728 457 273 351 310 198 637 73 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: 365 491 45 125 728 457 273 351 310 198 637 73 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 365 491 45 125 728 457 273 351 310 198 637 73 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: 365 491 45 125 728 457 273 351 310 198 637 73 ------------ --------------II-------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 1.06 0.94 1.00 1.79 0.21 Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1699 1501 1600 2871 329 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.11 0.15 0.03 0.04 0.23 0.29 0.09 0.21 0.21 0.12 0.22 0.22 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 221 Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Dover Dr/Westcliff Dr ******************************************************************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.495 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 45 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase Rights: Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 645 532 0 0 379 93 124 0 455 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: 645 532 0 0 379 93 124 0 455 0 0 0 Added Vol: 5 5 0 0 3 0 0 0 4 0 0 0 PasserByVol: 27 10 0 0 9 2 2 0 42 0 0 0 Initial Fut: 677 547 0 0 391 95 126 0 501 0 0 0 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Volume: 677 547 0 0 391 95 126 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 677 547 0 0 391 95 126 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: 677 547 0 0 391 95 126 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 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------I---------------II---------------II--------------II--------------I Capacity Analysis Module: Vol/Sat: 0.21 0.17 0.00 0.00 0.24 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 222 Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.538 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46 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: 180 1118 43 73 772 18 19 31 158 27 18 46 Added Vol: 16 0 0 0 7 0 9 0 5 0 0 0 PasserByVol: 11 45 0 0 51 0 0 0 17 0 D 0 Initial Fut: 207 1163 43 73 830 18 28 31 180 27 18 46 User Adj : 1.00 1.00 1.00 1.0.0 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: 207 1163 43 73 830 18 28 31 180 27 18 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 207 1163 43 73 830 18 28 31 180 27 18 46 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: 207 1163 43 73 830 18 28 31 180 27 18 46 ------------I--------------II-----------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.47 0.53 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 759 841 1600 1600 1600 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.13 0.36 0.03 0.05 0.26 0.01 0.02 0.04 0.11 0.02 0.01 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 283 Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.852 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 154 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241 Added Vol: 0 0 0 11 0 8 7 0 0 0 0 9 PasserByVol: 0 0 0 45 0 33 36 115 0 0 132 47 Initial Fut: 16 32 50 896 49 177 170 1682 24 50 2788 1297 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 696 49 177 170 1682 24 50 2788 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 896 49 177 170 1682 24 50 2788 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 896 49 177 170 1682 24 50 2788 0 ------------ ---------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4733 67 1600 4800 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.03 0.19 0.03 0.11 0.05 0.36 0.36 0.03 0.58 0.00 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 22 Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.800 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 114 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36 Added Vol: 0 0 0 0 0 0 0 11 0 0 9 0 PasserByVol: 3 6 0 98 7 so 71 74 2 0 85 30 Initial Fut: 463 31 41 131 30 134 117 2098 502 71 3218 66 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: 463 31 41 131 30 134 117 2098 502 71 3218 66 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 463 31 41 131 30 134 117 2098 502 71 3218 66 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: 463 31 41 131 30 134 117 2098 502 71 3218 66 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.60 0.17 0.23 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat. : 4154 278 368 160.0 293 1307 1600 4800 1600 1600 6271 129 ------------I---------------II---------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.08 0.10 0.10 0.07 0.44 0.31 0.04 0.51 0.51 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 2815 Future+Approved+Project PM Mon Aug 17, 2015 13:51:37 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Tustin Ave/17th St 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 92 81 80 98 60 77 914 69 109 1185 93 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 81 95 83 82 101 62 79 941 71 112 1221 96 Added Vol: 0 0 0 0 0 0 0 4 0 0 5 0 PasserByVol: 0 0 0 0 0 0 0 50 0 0 64 0 Initial Fut: 81 95 83 82 101 62 79 995 71 112 1290 96 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Volume: 61 95 83 B2 101 62 79 995 71 112 1290 96 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 81 95 83 82 101 62 79 99.5 71 112 1290 96 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: 81 95 83 82 101 62 79 995 71 112 1290 96 ------------ ---------------II-------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.86 0.14 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2979 221 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.31 0.04 0.07 0.43 0.43 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 220 APPENDIX I Cumulative Projects ENC Pre-School TIA 227 Cumulative Project List -June 2015 Projects of significant size to have a potential cumulative impact *Note: Highlighted projects do not result in an increase in traffic generation; however, may have other cumulative impacts to consider i.e. construction, noise, air quality). Newport Beach 1600 E. Coast Hwy . 5 res.d.0 Country Club* . 27 hotel units with a 2,048 g.s.f. concierge and guest center 3,523 g.s.f.tennis club with a 6,718 g.s.f. spa • 51,213 g.s.f. golf club with accessory facilities 7 tennis courts and a swimming pool. Banning Ranch 4520 W. Coast Hwy 1,375 d.u., 75,000 g.s.f. commercial retail, 75-room accommodations, parks, and open space. Koll 4343 Von Karman Ave New: 260 residential d.u. 3,400 g.s.f.commercial Balboa Marina Southwest corner of New: West Expansion Bayside Dr at E. Coast 16,274 g.s.f restaurant, 200 g.s.f. office, and 36 marina Hwy berths ExplorOcean 600 E. Bay Ave, 209 New: Washington St, 600 and . 70,295 s.f. ocean literacy facility 608 Balboa Blvd, and . 6,500 s.f.floating classroom (waterside) 200 Palm St Existing: 26,219 s.f. Commercial • 63-metered space surface parking lot Ebb Tide 1560 Placentia Ave New: 83 d.u. single family residential Existing: 73 d.u. mobile home park ENC Pre-School 745 Dover Dr 72 Students Auto Dealership 320-600 W. Coast Hwy New: 38,588 s.f. auto sales Existing: 12,770 s.f. specialty retail 1,160 s.f.auto sales Newport Coast See Staff for update. F:\Users\PBW\Shared\TPO Studies\6-2015 Cumulative Project List.docx Last Update:06/23/2015 222 Table 2 Project Trip Generation' Peak Hour Morning Evening Land Use Quantity Units Inbound Outbound I Total Inbound I Outbound Total Daily Trip Generation Rates Quality Restaurant' TSF 0.66 0.15 0.81 5.02 2.47 7.49 89.95 Office TSF 1.37 0.19 1.56 0.25 1.24 1.49 11.03 Marina I Berth 1 0.03 0.05 0.08 0.11 0.08 0.191 2.96 Existing Trips Generated Yacht Brokerage 1.2 TSF 2 0 2 0 1 1 13 Proposed Trips Generated Quality Restaurants 16.274 TSF 11 2 13 82 40 122 1,464 -Pass-Byb 0 0 0 -36 -18 -54 -54 Office 0.200 TSF 0 0 0 0 0 0 2 Marina 36 Berth 1 2 3 4 3 71 107 Subtotal 12 4 16 50 25 75 1,519 Net New Trips 10 4 14 50 24 74 1,506 ' Source: Institute of Transportation Engineers,Trip Generation,9th Edition,2012,Land Use Categories 931,710,and 420. ' TSF=Thousand Square Feet ' Institute of Transportation Engineers,Trip Generation,does not provide in splits for the peak hour of adjacent street traffic Ione hour between 7:00 AM-9:00 AMI for the Quality Restaurant land use. Therefore,the in splits for the AM peak hour of generator were used. °The marina restrooms generate nominal trips. The yacht brokerage and marina restrooms will be accommodated within the new development. s The quality restaurant will inlcude patio/etc.that is ancillary to the restaurant. The building total is 19,400 square feet. 6 The traffic volumes have been reduced by 44%for the quality restaurant as a result of pass-by trips obtained from the Institute of Transportation Engineers, Trip Generation Handbook 2nd Edition,2004. 22 �gq Figure 9 Project Outbound Trip Distribution 10% 7yt� S� 10% Je �c 5% p� 10% c° 5% 5% 0 10% 15% 10% O 0 5% 7� 3 Riverside u Avenue Tustin Sa Avenue t� 25% Sanaa 10% °°� D.. °d 30% 5% 5% www °aa � yes y 30 x_65% °� 15% Abe °da `O ig_Vp,l� '=—'� �'sF N.p.rttenter sant.Ra +� Drme Drive /wNewport 1 10% "/ www 1 s'ae Ea.c°asry 5% zs% ---- ----- 10% hN'a r San Miguel / 10% Drive i � i Fv i a 85% i Legend�— 70% 30% 20% 10%=Percent From Project �� 25% 5% w w NTS _ .10%' 5387/9 KUNZMAN ASSOCIATES, INC. OVER 35 YEARS or Excr1LEVr SERVICE 23 290 Figure 10 Project Inbound Trip Distribution 10% 7,qt� S� PPf 10% SJt 5% 5% 10% hS 5% PPr , 10% SLP 10% o` L 15% _S' Riverside 5% 725% 0 Avenue Tustin 6�7 m° Avenue Santa Cruz V ome 5% 10% 30% 35 v w 75% (1, 35% w nov e r Jo If Highway ; Ne Port Center Santa Rasa 30% r N. 25� orlve Drive rt 10% I y 5% . �4S 10% 10% -' ----- i /SRS/ O San Miguel / Drive i I mo i I �I �i Pe Legend 1. 65% 35% 25% 10%=Percent To Project 5% NTS w, w_... 10% KUNZMAN ASSOCIATES, INC. 5387/10 OVER 35 YEARS or E%Cr1LoV SERVICE 24 �^� TABLE2 SUMMARY OF PROJECT TRIP GENERATION NEWPORT BANNING RANCH TRIP RATES Trip Generation Rates ITE Trips AM Peak Hour PM Peak Hour Land Use Code per Dail In Out Total In Out 1 Total Single-Family Detached Housing 210 DU 9.57 0.19 0.56 0.75 0.64 0.37 1.01 Residential Condominium/Townhouse 230 DU 5.81 0.07 0.37 0.44 0.35 0.17 0.52 Resort Hotel t 330 Room 4.90 0.22 0.09 0.31 0.18 0.24 0.42 Park z 412 Acre 2.28 0.01 0.00 0.01 0.02 0.04 0.06 Soccer Complex 488 Field 71.33 0.70 0.70 1.40 14.26 6.41 20.67 Tennis Courts 490 Court 31.04 0.84 0.84 1.68 1.94 1.94 3.88 Shopping Center 3 820 KSF Equation-See Below PROJECT TRIP GENERATION Trip Generation Estimates Project AM Peak Hour PM Peak Hour Area Land Use Units Daily In I Out Total I In I Out Total South Family Single-Family Detached Housing 141 DU 1,349 27 79 106 90 52 142 Village Park 28 Acre 64 0 0 0 1 1 2 Soccer Complex 4 Fields 285 3 3 6 57 26 83 Tennis Courts 6 Courts 186 5 5 10 12 12 24 Subtotal 1,884 35 87 122 160 91 251 Resort Colony Residential CondominiumlTownhouse 87 DU 505 6 32 38 30 15 45 Resort Hotel 75 Rooms 368 17 7 24 14 18 32 Subtotal 873 23 39 62 44 33 77 North Family Single-Family Detached Housing 282 DU 2,699 54 158 212 180 104 284 Village Residential Condominium/Townhouse 135 DU 784 9 50 59 47 23 70 Subtotal 3,483 63 208 271 227 127 354 Urban Colony Residential Condominium/Townhouse 730 DU 4,241 51 270 321 256 124 380 Shopping Center 75.0 KSF 5,634 79 51 130 257 268 525 Subtotal 9,875 130 321 451 513 392 905 Total Before Internal Capture/Pass-by 16,115 251 655 906 944 643 1,587 Internal Capture° 1 126 _ _ �'._� 55 55 110 Pass-By Reduction for Shopping Center(10%) s .-.��.- -. .'_ . 23 24 47 Total Project Tris 14,989 1 251 1 655 906 866 564 1,430 Source: Institute of Transportation Engineers publication"Trip Generation",81h Edition DU=Dwelling Unit,KSF= 1,000 Square Feet ITE Land Use Category 330 Resort Hotel does not provide a daily trip rate. ITE Land Use Category 311 -All Suites Hotel was used for daily trips. 'Trip generation is based on ITE Land Use County Park(Land Use 412)because this category includes peak hour trip rates. 3 Trip rates for Shopping Center are derived from the following regression equations: T=Trip Ends,X=units in KSF ADT:Ln(T)=0.65 Ln(X)+5.83 AM Peak Hour: Ln(T)=0.59 Ln(X)+2.32 PM Peak Hour: Ln(T)=0.67 Ln(X)+3.37 - °Source:Institute of Transportation Engineers(ITE)publication"Trip Generation Handbook".See Internal Capture Worksheets in Appendix C. ' Note: The ITE publication"Trip Generation(landbook"indicates pass-by for a shopping center is 34%in the PM peak hour. 10%is assumed here,for a conservative approach. Pass-by reduction is taken on balance of retail trips,after Internal Capture reduction Traffic Impact Analysis - 25 - June,2011 Newport Banning Ranch �9 5% 5% 5% 10% 40% HOT TO SCALE Vlctorla Sl ®� 5% Hamilton Ave I Costa "Huntington n `� Mesa ¢ Beach ` _ f o a° a a' z' 20 p\o C P 72aa Banning Ave _ L� Iloth StC°P Pao `rr — 10% 16th S[A. 1 µ,°3 Project o° Site ` e` \ nm st °�4S " 05 . BO oaCrq L Ro adti \ a 16Lh St day l o `✓ 10% ra Sr \ v 15th St Sr 10% vyrn t Schools p° e� Hospital Rd c P o rsa e° o° o Newport 2 yM o Beach Bae 10% LEGEND: oa Q =Studylntomectlon Sid W.Coast Hwy XK =Trip Olembution Percentage 5% G _.__=City Bmand.ry 5% a 5% __o Future Road m' FIGURE 9 PROJECT TRIP DISTRIBUTION nLEXW[:.uYA1I-1ip— NITIOY-HOm and ASSOCi010e. Int. 2J°3 Koll-Conexant 4311 Jamboree Road Trip Generation Rates AM Peak Hour PM Peak Hour Dail Land Use Rate Type Size Unit In Out Total In Out ITotal Total Office ITE-8th TSF 1.36 0.19 1.55 0.25 1.24 1.49 11.01 General Light Industrial ITE-81h TSF 0.81 0.11 0.92 0.12 0.85 0.9% 6.97 Apartments ITE-8th DU 0.1 0.41 0.51 0.4 0.22 0.62 6.65 Existing Use AM PeakHour PM Peak Hour Daily Land Use Rate T e Size Unit In Out Total In Out Total Total Office ITE-8th 167 TSF 227 32 259 42 207 249 1839 Industrial ITE-81h 2691 TSF 1 218 30 247 32 2291 261 1875 TE-8th ITE-8th Total 1 4451 611 5061 741 4361 510 3714 Proposed Use _ AM Peak Hour PM Peak Hour Daily Land Use Rate Type Size Unit In Out Total In Out Total Total A artmentITE-Bth 974 DU 97 399 497 390 214 604 6477 ITE-8th TSF 0 0 0 0 0 0 0 ITE_-8th TSF 0 0 0 0 0 0 0 ITE-81h TSF 0 0 0 0 0 0 0 Total 97 399 497 390 214 604 6477 Net Increase I 1 1 -3481 338 -101 316 -2211 941 2764 Note: Do not assign negative trips to the circulation system 1 % 5% p2 20% 15% s,Pr J 0 10°/ OLF � pP Sr h 4�RJ A A fW . m eS?eP p`( •� �p PROJECT SITE 2 - sr ppm 5°/G m srN sro �s r I E.G.Etl2 X% TRIP DISTRIBUTION PERCENTAGE TRIP DISTRIBUTION PERCENTAGE TOAIRPORTAREA 10% KOLL-CONEXANT 10°/D 10% TRIP DISTRIBUTION 295 TABLE 12.1 pewPORT COP`�T TRIP GENERATION RATES' F PEAK HOUR AM PM LAND USE UNITS'l IN OUT IN OUT DAILY Condominium/Townhouse DU 1 0.17 0.49 0.47 0.36 8.10 Multi FamilyDwelling DU .90: 1 0.42 1 0.43 0.20 6.47 Single Family Detached Residential DU 0.20 0.70 0.70 0.40 11.00 State Park gross acres) AC 0.21 0.90 0.29 0.31 19.15 Source: City of Newport Beach Trip Generation Rates Z DU= Dwelling Units AC =Acres U:1UcJobs1006361Excell(00636-02.xlslT 12-1 12-2 q I TABLE 12-2 PROJECT TRIP GENERATION PLANNING ASM FP:1 TAZ AREA ! LAND USE QUANTITY UNITS' iN OUT IN OUT DAILY 1A 10ondominiumrrownhouse 121 DU 21 59 57 44 980 16 ISingle Family Detached Residential 36 DU 7 25 25 14 396 I 1C Icondominiumrrownhouse 888 DU 151 435 417 320 7,193 1 2A ISin le Famil Detached Residential 206 DU 41 144 144 82 2,266 13C Multi Famil Dwelling 116 DU 104 49 50 23 751 13D IMulti Family Dwelling 116 DU 104 49 50 23 751 13E iMulli Family Dwelling 116 DU 104 49 50 23 751 TOTAL FOR TAZ 1 1 1 532 810 T2L_j 529 13,088 3A Single Family Detached Residential 347 DU 69 243 243 139 3,817 36 Sin le Fam,l Detached Residential 450 Du 90 315 315 180 4,950 g 4B Sin lemc Fail DetahDU 117 411 411 235 6,457 ed Residential 587 2 13A Mull,Family Dwelling 117 DU 105 49 50 23 757 1 138 MulB Famil Dwelling117 DU 105 49 50 23 757 I 14 Single Family Detached Residential 26 DU 5 18 18 10 286 17 IState Park(gross acres) 2,807 AC 589 2,526 814 870 53,754 TOTAL FOR TAZ 2 1,080 3,611 1,901 1,480 70,778 1 3 28 Single Family Detached Residential 62 DU 12 43 43 25 682 .`. 4A ISingle Family Detached Residential 784 OU 157 549 549 314 8,624 TOTAL FOR TAZ 3 169 592 592 339 9,306 2C Sin le FamilyDetached Residential 307 DU 61 215 215 123 3,377 4 5 Sin le FamilyDetached Residential 300 DU 60 210 210 120 3.300 6 Single FamilyDetached Residential 75 DU 15 53 53 30 825 . 8 CondominiumlTownhouse 1 289 1 DU 1 49 1 142 1 136 104 2,341 TOTAL FOR TAZ 4 185 620 614 377 1 9,843 TOTAL FOR ALL ZONES � 1966 I 5 633 3 900 2 725 103 015 d ' ` -7of Du`s gee DU=Dwelling UNts AC=Acres IiT C)V3.-1 �J0 �• U:%UGobsl00636tExc A[00636-02.xls]T 12.2 147 t:UM�v itJG 7P.U� 'T Il -� ( 5T Q� 12-3 q q _ NEWPORT COAST TRAFFIC ANALYSIS-11 _ TRIP DISTRIBUTION PAT1lmM 12 10 10 e � g j l lVN1Lf O 10 d 3 i 1 CnNYeN i` � r 0 OPISTOL ST. �G // 1y / 6r 27 �S SIM 1R '4y Ofl lean P e5° 1D 9Q W . 5 S SIY4 i2 UI SP 9t ° I1Ne ST. H\ cern �,J a XiGMIAHO °P Sen \30 TAZ 1 18 'O S 0. 70 _ o atOOt 4r4 S x 3R °a - 2 nlcxwAr 53' Sy' f0 S5 lsrx n. � 1 SOURCE:NEWPORT COAST PHASES IV-3 E.IP-0 o TRAFFIC ANALYSIS PREPARED RY 10 aA1e a AUSTIN-FOUST ASSOCIATES,INC. +eL f NEWPORT SEA"CUMULATIVE TRAFFIC ANALYSIS.Npwp.n epadl,ColApmu-000M URDAN �9 EXHIBI 12-B NEWPORT COAST TRAFFIC ANALYSIS ZONE 2 TRIP DISTRIBUTION PATTERNS 12 $ 10 R ryFFFF 1H e F � 1 4.11V°H 0. L11 aano 44 / / 10 i°a e3 d I 4 prG I1\\ p1 Y°X�yP �y° xs° ilxe Si. 2 M� � M16X1]HC A' SOY a` TAZ 2 °•� 04 MIeMW.Y g �"F 48 �_ 20 -�9$ InX Il. \ b R NEWPORT BEACH CUMULATIVE TRAFFIC ANALY515 NewP°M1Beat QlHarNa-MM:17 URBrN sEXN1 . NEWPORT COAST TRAFFIC ANALVSIS-M TRIP DISTRIBUTION PWTtERN ' 12 0 0 8 ` q i ° Y rvm Dx 10 i G i rox cs m eeinDL ST / \G / INf 0 m MAhAVE epi°. 5 J qPM 0 °P� C1V P S Q W X14XV11D A ,� qC +a 11" ST. TAZ 3 `o 35 < a 2 iCs +9 D0. NIGNwgY Da 58 60 Sr. 20 ° r — ` aA \ C is 10 $+• ogiq�aL a NCYNOWBEACR CUMULATIVE MFRCANALYSI$ Ne rlBeach,Ca1HoINa-00636:11 URUAN 300 EXHIBIT'12-C NEWPORT COAST TRAFFIC ANALYSIS ZONE 4 TRIP DISTRIBUTION PATTERNS 12 10 10 c 10 gs m e Ivor sr. \4 I \ i 60 vn y Dkk 11A. A11. �O 5 i a,4 6w 5 TAZ 4 p. 9 CS ]5 nO N ip Oti � r m eNP ° ]iND ii. PO $ J XIGMIMID OR. SCO 098` Vlrx Si.$ S B9 - 9 4 p C• 4 9 xlaxv]nY s.m 22 _ ISN 6T. 20 >$ �STi Si. \ t \9` \? F O 10 aAs 9C aL NEWPORT BEACH CUMUL nT TRAFFIC ANALYSIS.Newport Oeadh.hlRomia-00636,12 OF(B�N MAJOR(AND FUTURE) DEVELOPMENT INITIATIVES 2014 Major Developments: Azulon Senior Residential Development (1500 Mesa Verde E.) - Construction has been completed for this 224 unit senior residential rental development with on-site amenities. This project will include perimeter and gate walls, an 11,000 square foot recreation building, a 1,300 square foot fitness/yoga building, a 1,100 square foot pool, a 120 square foot spa, a 700 square foot pool restroom accessory building and 6 residential apartment buildings housing the 224 units. The Recreation building will incorporate common areas, a community club room with kitchen, dining and activity areas, a theater, a game and multi-purpose areas, and a leasing office and restrooms. Pacifica (421 Bernard Street)—Construction has been completed for the 161,500 square-foot, four- story, 113-unit multi-family residential development with 5,656 square feet of common areas. The common areas will consist of a 1,900 square-foot leasing area, a 760 square-foot business center, a 1,250 square-foot club area, a 1,245 square-foot fitness area, about 300 square feet of restroom area, and a 180 square-foot pool equipment area. Walgreens (1726 Superior Avenue) —The former Tower Records building on Superior was demolished in 2013 for development of a 14,310 square foot Walgreens retail store and pharmacy. Square-footage will be divided into a 9,990 square-foot retail area on the first floor and a 4,320 square-foot basement. Construction permits for this project will be issued before the end of this year. Orange Coast Buick/GMC/Cadillac Dealership (2600 Harbor Boulevard) - This update of the auto dealership facility is in compliance with General Motors' current image standards for their automotive product brands. The project will encompass demolition of the existing auto dealership and construction of a new 52,779 auto dealership facility on the same property with vehicle sales and service areas. The project is currently under construction. Superior Pointe (1695 Superior Avenue) - On July 16, 2013, the City Council screened an Urban Master Plan project for development of 29 live/work units. The developer, IntraCorp, returned on September 17, 2013 for screening of a second Urban Master Plan project for development of an additional 20 live/work units at the comer of 17`h Street and Superior Avenue. These projects have been combined into a single development with 49-unit live/work units, approved by Planning Commission on November 12, 2013, and is currently under construction. Westreef(1259 Victoria Street) - A 17-unit residential development clustered in four detached main buildings was approved by Planning Commission and City Council in 2013 and is currently under construction. Seabright (2013-2029 Anaheim Avenue) — A 26-unit attached condominium community being developed by Brandywine Homes and is currently under construction. 302 Future Developments: Baker Street Apartment Project (125 East Baker Street) - This proposed development is to be located on a 4.17-acre, triangular-shaped parcel at the southwest corner of Baker Street and Pullman Street. The developer is proposing to replace the existing office building and surface parking areas with a five-story, 240-unit apartment building and parking structure. The apartment unit breakdown is proposed as follows; 26 studio and studio plus loft units, 117 one- bedroom and one-bedroom plus loft units, 85 two-bedroom and two-bedroom plus loft units, and 12 three-bedroom plus three-bedroom plus loft units. On-site amenities will include common open space and recreation areas, a pool, and a clubhouse. The project has been approved by Planning Commission and City Council earlier this year. City Common (Southwest corner of Harbor Boulevard and Hamilton Street) —A 1.53 acre site at the southwest corner of Harbor Boulevard and Hamilton Street with primary frontage on Charle Street is proposed for construction of a single lot detached single family condominium development. This project will consist of 28 two- and three-bedroom, three story, detached homes with 27 two-car garages for three-bedroom homes and single-car garages for two- bedroom homes. Open space for the development is proposed at 58 percent of the total acreage. The Lighthouse (1620-1644 Whittier Avenue) - The Urban Master Plan is for the development of an 89-unit, three-story mixed-use development, and it consists of 49 residential units and 40 live/work units within the Mesa West Bluffs Urban Plan area. Scheduled for the November 10, 2014 Planning Commission hearing. Ganahl Lumber Relocation/Expansion (1100 Bristol Street) - The Proposed Project would include the construction of a new lumberyard and store for the Ganahl Lumber Company. The existing Costa Mesa Ganahl Lumber store is located on an adjacent property to the south. The new store would replace the existing store with a state-of-the-art building materials facility. The new facility would include the 65,263 square foot main building and 34,000 square feet of shed buildings for various lumber storage/milling activities. Residential Mid-Rise (580 Anton Blvd.) - Demolition of 21,349 square feet of The Lakes Pavilions Retail Center; (b) construction of a maximum 250-unit midrise residential building consisting of seven stories above grade and one subterranean level. The five story, type I11, fully sprinklered residential building is over a three level parking garage (one parking level below grade). The building is proposed at a height of 87 feet. It includes 438 parking spaces with additional ancillary retail and amenity spaces; (c) variance from parking requirements [minimum 450 required; 438 spaces proposed]; (d) variance from the open space perimeter setback requirement for the corner of the building at Avenue of the Arts and Anton Boulevard [20 foot setback required; 10-11 foot setback proposed]. Residential Mid-Rise (585-595 Anton Blvd.) - Demolition of two restaurant buildings (17,529 square feet) and 373 surface parking spaces; Construction of two midrise residential buildings consisting of 393 apartment units connected with a pedestrian bridge, a maximum building height of 75 feet, six stories high above grade (66 feet average, 75 feet at the lobby) with one subterranean level parking. A total of 731 parking spaces (699 standard, 15 tandem and 17 compact spaces) will be provided to accommodate the residential units and the 4,104 square feet of retail at ground level SOS (722 spaces required). The project includes multiple on-site amenities such as three outdoor decks, two pools and spas, and fitness rooms. Maple Crossing(Intersection of Maple Street and Victoria Street) - The developer for the 37-unit development (`Maple Crossing') at the intersection of Maple and Victoria have submitted construction plans for plan check. The new, three-story detached residences are arranged around a central open space that lines up with the intersection of Maple Street. Private street names and addresses have been assigned for the project and the developer anticipates breaking ground on the project early next year. The project consolidates three existing lots (2.28 acres) and replaces 27 apartments. 30.4 APPENDIX J Future (2018) Plus Approved Plus Cumulative Growth Intersection Level of Service Worksheets ENC Pre-School TIA 305 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:29 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.876 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 150 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 --------- -------------II--------------II--------------II---------------I Volume Module: Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 1 0 7 33 243 0 0 300 0 Initial Fut: 2 2 3 66 0 349 331 2619 11 13 1596 61 User Adj : 1.00 1.00 1.00 1.0.0 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 2 3 66 0 349 33.1 2619 11 13 1596 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 349 331 2619 11 13 1596 61 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 2 3 66 0 349 331 2619 11 13 1596 61 OvlAdjVol: 18 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.28 0.29 0.43 1.0.0 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 457 457 686 1600 0 1600 1600 3186 14 1600 4800 1600 ------------I--------------II--------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.22 0.21 0.82 0.82 0.01 0.33 0.04 Ov1AdjV/S: 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 306 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:29 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.866 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 139 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include 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 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 243 0 0 300 0 Initial Fut: 0 1 0 42 0 15 26 2657 0 0 1668 37 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 1 0 42 0 15 26 2657 0 0 1668 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2657 0 0 1668 37 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 1 0 42 0 15 26 2657 0 0 1668 37 ------------ -------------- ----------- -------------- -------------- Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4696 104 ------------I---------------II---------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.83 0.00 0.00 0.36 0.36 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Future+Approved+Cumulative Mon Aug 17, 2015 13:52:29 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.550 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 ------------ ---------------II---------------II---------------11---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 37 948 15 55 859 34 82 79 46 19 87 243 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 38 976 15 57 885 35 82 79 46 19 87 243 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 2 9 0 3 25 0 0 15 2 0 52 2 Initial Fut: 40 985 15 60 910 35 82 94 48 19 139 245 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 985 15 60 910 35 82 94 48 19 139 245 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 985 15 60 910 35 82 94 48 19 139 245 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 985 15 60 910 35 82 94 48 19 139 245 ------------ --------------II-------------II--------------II-------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 0.66 0.34 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 1059 541 1600 1600 1600 ------------I---------------II---------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.03 0.31 0.01 0.04 0.28 0.02 0.05 0.09 0.09 0.01 0.09 0.15 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 308 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:29 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.538 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 322 560 19 127 545 173 306 272 269 107 392 41 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 332 577 20 131 561 178 306 272 269 107 392 41 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 8 6 0 8 18 2 1 30 16 0 17 4 Initial Fut: 340 583 20 139 579 180 307 302 285 107 409 45 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 340 583 20 139 579 180 307 302 285 107 409 45 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 340 583 20 139 579 180 307 302 285 107 409 45 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 340 583 20 139 579 180 307 302 285 107 409 45 ------------ ---------------II--------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 1.03 0.97 1.00 1.80 0.20 Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1646 1554 1600 2883 317 ------------I---------------II---------------II-------------II---------------I Capacity Analysis Module: Vol/Sat: 0.11 0.18 0.01 0.04 0.18 0.11 0.10 0.18 0.18 0.07 0.14 0.14 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 309 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:29 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Dover Dr/Westcliff Dr ******************************************************************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.436 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 360 386 0 0 454 101 56 0 632 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: 360 386 0 0 454 101 56 0 632 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 26 55 0 0 21 2 2 0 18 0 D 0 Initial Fut: 386 441 0 0 475 103 58 0 650 0 0 0 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Volume: 366 441 0 0 475 103 58 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 386 441 0 0 475 103 58 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: 386 441 0 0 475 103 58 0 0 0 0 0 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------I---------------II---------------II--------------II--------------I Capacity Analysis Module: Vol/Sat: 0.12 0.14 0.00 0.00 0.30 0.06 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 310 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:29 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.515 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 38 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 675 26 36 1022 33 28. 15 157 40 S 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: 79 675 26 36 1022 33 28 15 157 40 8 55 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 11 82 0 0 38 0 0 0 7 0 D 0 Initial Fut: 90 757 26 36 1060 33 28 15 164 40 8 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: 90 757 26 36 1060 33 28 15 164 40 8 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 90 757 26 36 1060 33 28 15 164 40 8 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: 90 757 26 36 1060 33 28 15 164 40 8 55 ------------ ---------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.65 0.35 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1042 558 1600 1600 1600 1600 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.06 0.24 0.02 0.02 0.33 0.02 0.02 0.03 0.10 0.03 0.01 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 311 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:29 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.688 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 73 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 37 0 25 26 215 0 0 273 83 Initial Fut: 24 45 42 941 44 207 178 2151 23 19 1551 809 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 941 44 207 178 2151 23 19 1551 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 941 44 207 178 2151 23 19 15.51 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 941 44 207 178 2151 23 19 1551 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4750 50 1600 4800 1600 ------------I--------------- --------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.20 0.03 0.13 0.06 0.45 0.45 0.01 0.32 0.00 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 312 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:29 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #e Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.780 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 104 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 1 6 0 62 3 41 72 165 0 0 281 15 Initial Fut: 363 22 45 88 11 78 106 2764 390 95 1725 47 User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2764 390 95 1725 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 363 22 45 88 11 78 106 2764 390 95 1725 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 363 22 45 88 11 78 106 2764 390 95 1725 47 ------------ --------------II-------------II---------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.54 0.15 0.31 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.89 0.11 Final Sat. : 4052 246 502 160.0 198 1402 1600 4800 1600 1600 6231 169 ------------I---------------II---------------II--------------II-------------I Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.58 0.24 0.06 0.28 0.28 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 313 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:29 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Tustin Ave/17th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.496 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 37 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 110 104 82 69 100 47 49 974 93 73 828 49 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 47 0 0 27 0 Initial Fut: 110 104 82 69 100 47 49 1021 93 73 855 49 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: 110 104 82 69 100 47 49 1021 93 73 855 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 110 104 82 69 100 47 49 1021 93 73 855 49 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: 110 104 82 69 100 47 49 1021 93 73 855 49 ------------ ---------------II------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3025 175 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.07 0.07 0.05 0.04 0.06 0.03 0.03 0.32 0.06 0.05 0.28 0.28 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 324 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:47 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.887 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 164 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 2 0 20 29 364 0 0 313 1 Initial Fut: 9 12 12 75 4 461 289 1994 13 39 2847 59 User Adj : 1.00 1.00 1.00 1.0.0 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: 9 12 12 7.5 4 461 289 1994 13 39 2847 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 75 4 461 289 1994 13 39 2847 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: 9 12 12 75 4 461 289 1994 13 39 2847 59 OvlAdjVol: 172 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 436 582 582 1519 81 1600 1600 3179 21 1600 4800 1600 ------------I--------------II--------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.29 0.18 0.63 0.63 0.02 0.59 0.04 Ov1AdjV/S: 0.11 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 3115 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:47 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.697 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 61 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I 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 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 42 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 365 0 0 315 0 Initial Fut: 2 1 0 37 2 25 66 2020 5 0 2905 42 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 1 0 37 2 25 66 2020 5 0 2905 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 66 2020 5 0 2905 42 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 1 0 37 2 25 66 2020 5 0 2905 42 ------------ ---------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat. : 1067 533 0 925 50 625 1600 3192 8 0 4731 69 ------------I---------------II---------------II-------------II------------ I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.63 0.63 0.00 0.61 0.61 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 31( Future+Approved+Cumulative Mon Aug 17, 2015 13:52:47 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.721 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 67 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 77 688 22 76 1459 36 58. 65 62 41 193 251 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 79 709 23 78 1503 37 58 65 62 41 193 251 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 2 33 0 4 17 0 0 23 2 0 44 4 Initial Fut: 81 742 23 82 1520 37 58 88 64 41 237 255 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: 61 742 23 82 1520 37 58 88 64 41 237 255 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 81 742 23 82 1520 37 58 88 64 41 237 255 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: 81 742 23 82 1520 37 58 88 64 41 237 255 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 0.58 0.42 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 926 674 1600 1600 1600 ------------I---------------II---------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.05 0.23 0.01 0.05 0.47 0.02 0.04 0.09 0.10 0.03 0.15 0.16 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 31j Future+Approved+Cumulative Mon Aug 17, 2015 13:52:47 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.728 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 84 Level Of Service: C ******************************************************************************** Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 333 450 44 114 692 442 269 315 296 198 592 61 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 343 464 45 117 713 455 269 315 296 198 592 61 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 20 25 0 7 12 2 4 33 13 0 42 10 Initial Fut: 363 489 45 124 725 457 273 348 309 198 634 71 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 363 489 45 124 725 457 273 348 309 198 634 71 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 363 489 45 124 725 457 273 348 309 198 634 71 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 363 489 45 124 725 457 273 348 309 198 634 71 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 1.06 0.94 1.00 1.80 0.20 Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1695 1505 1600 2878 322 ------------I---------------II---------------II-------------II------------I Capacity Analysis Module: Vol/Sat: 0.11 0.15 0.03 0.04 0.23 0.29 0.09 0.21 0.21 0.12 0.22 0.22 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 318 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:47 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Dover Dr/Westcliff Dr ******************************************************************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.506 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 645 532 0 0 379 93 124 0 455 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: 645 532 0 0 379 93 124 0 455 0 0 0 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 27 54 0 0 32 2 2 0 42 0 0 0 Initial Fut: 672 586 0 0 411 95 126 0 497 0 0 0 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Volume: 672 586 0 0 411 95 126 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 672 586 0 0 411 95 126 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: 672 586 0 0 411 95 126 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 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------I---------------II---------------II--------------II--------------I Capacity Analysis Module: Vol/Sat: 0.21 0.18 0.00 0.00 0.26 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 319 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:47 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.549 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46 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: 180 1118 43 73 772 18 19 31 158 27 18 46 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 11 89 0 0 74 0 0 0 17 0 D 0 Initial Fut: 191 1207 43 73 846 18 19 31 175 27 18 46 User Adj : 1.00 1.00 1.00 1.0.0 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: 191 1207 43 73 846 18 19 31 175 27 18 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 191 1207 43 73 846 18 19 31 175 27 18 46 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: 191 1207 43 73 846 18 19 31 175 27 18 46 ------------I--------------II-----------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 0.38 0.62 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 608 992 1600 1600 1600 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.12 0.38 0.03 0.05 0.26 0.01 0.01 0.03 0.11 0.02 0.01 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 320 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:47 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.886 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 180 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 63 0 38 44 325 0 0 286 83 Initial Fut: 16 32 50 903 49 174 171 1892 24 50 2942 1324 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 903 49 174 171 1892 24 50 2942 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 903 49 174 171 1892 24 50 2942 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 903 49 174 171 1892 24 50 2942 0 ------------ ---------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4741 59 1600 4800 1600 ------------I---------------II---------------II-------------II------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.03 0.19 0.03 0.11 0.05 0.40 0.40 0.03 0.61 0.00 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 321 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:47 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.827 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 132 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 3 6 0 98 7 so 71 286 2 0 265 30 Initial Fut: 463 31 41 131 30 134 117 2299 502 71 3389 66 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: 463 31 41 131 30 134 117 2299 502 71 3389 66 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 463 31 41 131 30 134 117 2299 502 71 3389 66 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: 463 31 41 131 30 134 117 2299 502 71 3389 66 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.60 0.17 0.23 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat. : 4154 278 368 160.0 293 1307 1600 4800 1600 1600 6278 122 ------------I---------------II---------------II--------------11--------------I Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.08 0.10 0.10 0.07 0.48 0.31 0.04 0.54 0.54 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 322 Future+Approved+Cumulative Mon Aug 17, 2015 13:52:47 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Tustin Ave/17th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.595 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 92 81 80 98 60 77 914 69 109 1185 93 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 81 95 83 82 101 62 79 941 71 112 1221 96 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 50 0 0 64 0 Initial Fut: 81 95 83 82 101 62 79 991 71 112 1285 96 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 61 95 83 B2 101 62 79 991 71 112 1285 96 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 81 95 83 82 101 62 79 991 71 112 1285 96 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: 81 95 83 82 101 62 79 991 71 112 1285 96 ------------ ---------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.86 0.14 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2978 222 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.31 0.04 0.07 0.43 0.43 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 323 APPENDIX K Future (2018) Plus Approved Plus Cumulative Plus Growth Plus Project Intersection Level of Service Worksheets ENC Pre-School TIA 324 Future+Approved+Cumulative+Mon Aug 17, 2015 13:53:38 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.879 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 153 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 --------- -------------II--------------II--------------II---------------I Volume Module: Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61 Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0 PasserByVol: 0 0 0 1 0 7 33 243 0 0 300 0 Initial Fut: 2 2 3 66 0 349 331 2627 11 13 1603 61 User Adj : 1.00 1.00 1.00 1.0.0 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 2 3 66 0 349 33.1 2627 11 13 160.3 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 349 331 2627 11 13 1603 61 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 2 3 66 0 349 331 2627 11 13 1603 61 OvlAdjVol: 18 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.28 0.29 0.43 1.0.0 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 457 457 686 1600 0 1600 1600 3186 14 1600 4800 1600 ------------I--------------II--------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.22 0.21 0.82 0.82 0.01 0.33 0.04 Ov1AdjV/S: 0.01 Crit Moves: **** **** **** **** ******************************************************************************** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 3215 Future+Approved+Cumulative+Mon Aug 17, 2015 13:53:38 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.869 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 141 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include 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 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37 Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0 PasserByVol: 0 0 0 0 0 0 0 243 0 0 300 0 Initial Fut: 0 1 0 42 0 15 26 2665 0 0 1675 37 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 1 0 42 0 15 26 2665 0 0 1675 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 266.5 0 0 1675 37 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 1 0 42 0 15 26 2665 0 0 1675 37 ------------ -------------- ----------- -------------- ------------- Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 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 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.94 0.06 Final Sat. : 0 1600 0 1179 0 421 1600 3200 0 0 4696 104 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.03 0.00 0.04 0.02 0.83 0.00 0.00 0.36 0.36 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3�(0 Future+Approved+Cumulative+Mon Aug 17, 2015 13:53:38 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.555 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 ------------ ---------------II---------------II---------------11---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 37 948 15 55 859 34 82 79 46 19 87 243 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 38 976 15 57 885 35 82 79 46 19 87 243 Added Vol: 0 3 0 3 5 0 0 0 0 0 0 4 PasserByVol: 2 9 0 3 25 0 0 15 2 0 52 2 Initial Fut: 40 988 15 63 915 35 82 94 48 19 139 249 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 40 988 15 63 915 35 82 94 48 19 139 249 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 40 988 15 63 915 35 82 94 48 19 139 249 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 40 988 15 63 915 35 82 94 48 19 139 249 ------------ --------------II-------------II--------------II-------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 0.66 0.34 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 1059 541 1600 1600 1600 ------------I---------------II---------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.03 0.31 0.01 0.04 0.29 0.02 0.05 0.09 0.09 0.01 0.09 0.16 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 32j Future+Approved+Cumulative+Mon Aug 17, 2015 13:53:38 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.540 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 50 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------I---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------I---------------II---------------II---------------II---------------I Volume Module: Base Vol: 322 560 19 127 545 173 306 272 269 107 392 41 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 332 577 20 131 561 178 306 272 269 107 392 41 Added Vol: 1 1 0 2 3 0 0 3 1 0 3 1 PasserByVol: 8 6 0 8 18 2 1 30 16 0 17 4 Initial Fut: 341 584 20 141 582 180 307 305 286 107 412 46 User Adj : 1.00 1.00 1.00 1.0.0 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: 341 584 20 141 582 180 307 305 286 107 412 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 341 584 20 141 582 180 307 305 286 107 412 46 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: 341 584 20 141 582 180 307 305 286 107 412 46 ------------ ---------------II---------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 1.03 0.97 1.00 1.80 0.20 Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1651 1549 1600 2879 321 ------------I---------------II---------------II-------------II------------I Capacity Analysis Module: Vol/Sat: 0.11 0.18 0.01 0.04 0.18 0.11 0.10 0.18 0.18 0.07 0.14 0.14 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 322 Future+Approved+Cumulative+Mon Aug 17, 2015 13:53:38 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Dover Dr/Westcliff Dr ******************************************************************************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.439 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 360 386 0 0 454 101 56 0 632 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: 360 386 0 0 454 101 56 0 632 0 0 0 Added Vol: 4 4 0 0 3 0 0 0 5 0 0 0 PasserByVol: 26 55 0 0 21 2 2 0 18 0 D 0 Initial Fut: 390 445 0 0 478 103 58 0 655 0 0 0 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Volume: 390 445 0 0 478 103 58 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 390 445 0 0 478 103 58 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: 390 445 0 0 478 103 58 0 0 0 0 0 ------------ --------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------I---------------II---------------II--------------II--------------I Capacity Analysis Module: Vol/Sat: 0.12 0.14 0.00 0.00 0.30 0.06 0.02 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 329 Future+Approved+Cumulative+Mon Aug 17, 2015 13:53:38 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.531 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 675 26 36 1022 33 28 15 157 40 8 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: 79 675 26 36 1022 33 28 15 157 40 8 55 Added Vol: 18 0 0 0 8 0 8 0 4 0 0 0 PasserByVol: 11 82 0 0 38 0 0 0 7 0 D 0 Initial Fut: 108 757 26 36 1068 33 36 15 168 40 8 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: 108 757 26 36 1068 33 36 15 168 40 8 55 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 108 757 26 36 1068 33 36 15 168 40 8 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: 108 757 26 36 1068 33 36 15 168 40 8 55 ------------ ---------------II-------------II--------------II-------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.71 0.29 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 1600 3200 1600 1129 471 1600 1600 1600 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.07 0.24 0.02 0.02 0.33 0.02 0.02 0.03 0.11 0.03 0.01 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 330 Future+Approved+Cumulative+Mon Aug 17, 2015 13:53:38 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.690 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 73 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726 Added Vol: 0 0 0 9 0 7 8 0 0 0 0 11 PasserByVol: 0 0 0 37 0 25 26 215 0 0 273 83 Initial Fut: 24 45 42 950 44 214 186 2151 23 19 1551 820 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 950 44 214 186 2151 23 19 1551 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 950 44 214 186 2151 23 19 15.51 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 950 44 214 186 2151 23 19 1551 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat. : 1600 1655 1545 4800 1600 1600 3200 4750 50 1600 4800 1600 ------------I--------------- --------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.02 0.03 0.03 0.20 0.03 0.13 0.06 0.45 0.45 0.01 0.32 0.00 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 331 Future+Approved+Cumulative+Mon Aug 17, 2015 13:53:38 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #e Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.782 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 105 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32 Added Vol: 0 0 0 0 0 0 0 9 0 0 11 0 PasserByVol: 1 6 0 62 3 41 72 165 0 0 281 15 Initial Fut: 363 22 45 88 11 78 106 2773 390 95 1736 47 User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2773 390 95 1736 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 363 22 45 88 11 78 106 2773 390 95 1736 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 363 22 45 88 11 78 106 2773 390 95 1736 47 ------------ --------------II-------------II---------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.54 0.15 0.31 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.89 0.11 Final Sat. : 4052 246 502 160.0 198 1402 1600 4800 1600 1600 6232 168 ------------I---------------II---------------II--------------11---------------I Capacity Analysis Module: Vol/Sat: 0.09 0.09 0.09 0.06 0.06 0.06 0.07 0.58 0.24 0.06 0.28 0.28 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 332 Future+Approved+Cumulative+Mon Aug 17, 2015 13:53:38 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Tustin Ave/17th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.498 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 37 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 107 101 80 67 97 46 48. 946 90 71 804 48 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 110 104 82 69 100 47 49 974 93 73 828 49 Added Vol: 0 0 0 0 0 0 0 5 0 0 4 0 PasserByVol: 0 0 0 0 0 0 0 47 0 0 27 0 Initial Fut: 110 104 82 69 100 47 49 1026 93 73 859 49 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 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Volume: 110 104 82 69 100 47 49 1026 93 73 859 49 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 110 104 82 69 100 47 49 1026 93 73 859 49 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: 110 104 82 69 100 47 49 1026 93 73 859 49 ------------ ---------------II------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.89 0.11 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 3026 174 ------------I---------------II---------------II------------II------------I Capacity Analysis Module: Vol/Sat: 0.07 0.07 0.05 0.04 0.06 0.03 0.03 0.32 0.06 0.05 0.28 0.28 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 333 Future+Approved+Cumulative+Mon Aug 17, 2015 13:54:01 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.889 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 167 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58 Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0 PasserByVol: 0 0 0 2 0 20 29 364 0 0 313 1 Initial Fut: 9 12 12 75 4 461 289 2001 13 39 2855 59 User Adj : 1.00 1.00 1.00 1.0.0 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: 9 12 12 7.5 4 461 289 2001 13 39 2855 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 75 4 461 289 2001 13 39 2855 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: 9 12 12 75 4 461 289 2001 13 39 2855 59 OvlAdjVol: 172 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 436 582 582 1519 81 1600 1600 3179 21 1600 4800 1600 ------------I--------------II--------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.02 0.05 0.05 0.29 0.18 0.63 0.63 0.02 0.59 0.04 Ov1AdjV/S: 0.11 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 33.4 Future+Approved+Cumulative+Mon Aug 17, 2015 13:54:01 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.698 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 62 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I 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 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 42 Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0 PasserByVol: 0 0 0 0 0 0 0 365 0 0 315 0 Initial Fut: 2 1 0 37 2 25 66 2027 5 0 2913 42 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 1 0 37 2 25 66 2027 5 0 291.3 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 66 2027 5 0 2913 42 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 1 0 37 2 25 66 2027 5 0 2913 42 ------------ --------------II---------------II--------------II-------------- I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat. : 1067 533 0 925 50 625 1600 3192 8 0 4731 69 ------------I---------------II---------------II-------------II------------ I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.02 0.04 0.04 0.04 0.64 0.64 0.00 0.62 0.62 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 33� Future+Approved+Cumulative+Mon Aug 17, 2015 13:54:01 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #3 Irvine Ave/19th St/Dover Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.726 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 68 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 77 688 22 76 1459 36 58 65 62 41 193 251 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 79 709 23 78 1503 37 58 65 62 41 193 251 Added Vol: 0 3 0 3 4 0 0 0 0 0 0 5 PasserByVol: 2 33 0 4 17 0 0 23 2 0 44 4 Initial Fut: 81 745 23 85 1524 37 58 88 64 41 237 260 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: 61 745 23 85 1524 37 58 88 64 41 237 260 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 81 745 23 85 1524 37 58 88 64 41 237 260 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: 81 745 23 85 1524 37 58 88 64 41 237 260 ------------ --------------II--------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 0.58 0.42 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 1600 926 674 1600 1600 1600 ------------I---------------II---------------II-------------II-------------I Capacity Analysis Module: Vol/Sat: 0.05 0.23 0.01 0.05 0.48 0.02 0.04 0.09 0.10 0.03 0.15 0.16 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 33(o Future+Approved+Cumulative+Mon Aug 17, 2015 13:54:01 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #4 Irvine Ave/17th St/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.730 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 84 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 333 450 44 114 692 442 269 315 296 198 592 61 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.00 1.00 1.00 1.00 1.00 1.00 Initial Bse: 343 464 45 117 713 455 269 315 296 198 592 61 Added Vol: 2 2 0 1 3 0 0 3 1 0 3 2 PasserByVol: 20 25 0 7 12 2 4 33 13 0 42 10 Initial Fut: 365 491 45 125 728 457 273 351 310 198 637 73 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: 365 491 45 125 728 457 273 351 310 198 637 73 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 365 491 45 125 728 457 273 351 310 198 637 73 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: 365 491 45 125 728 457 273 351 310 198 637 73 ------------ --------------II-------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.0.0 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 1.06 0.94 1.00 1.79 0.21 Final Sat. : 3200 3200 1600 3200. 3200 1600 3200 1699 1501 1600 2871 329 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.11 0.15 0.03 0.04 0.23 0.29 0.09 0.21 0.21 0.12 0.22 0.22 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 337t Future+Approved+Cumulative+Mon Aug 17, 2015 13:54:01 Page 6-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #5 Dover Dr/Westcliff Dr Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.510 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Split Phase Split Phase 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 645 532 0 0 379 93 124 0 455 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: 645 532 0 0 379 93 124 0 455 0 0 0 Added Vol: 5 5 0 0 3 0 0 0 4 0 0 0 PasserByVol: 27 54 0 0 32 2 2 0 42 0 0 0 Initial Fut: 677 591 0 0 414 95 126 0 501 0 0 0 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 PRE Volume: 677 591 0 0 414 95 126 0 0 0 0 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 677 591 0 0 414 95 126 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: 677 591 0 0 414 95 126 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 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.00 2.00 0.00 0.00 1.00 1.00 2.00 0.00 1.00 0.00 0.00 0.00 Final Sat. : 3200 3200 0 0 1600 1600 3200 0 1600 0 0 0 ------------I---------------II---------------II--------------II--------------I Capacity Analysis Module: Vol/Sat: 0.21 0.18 0.00 0.00 0.26 0.06 0.04 0.00 0.00 0.00 0.00 0.00 Crit Moves: **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 338 Future+Approved+Cumulative+Mon Aug 17, 2015 13:54:01 Page 7-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #6 Dover Dr/16th St Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.552 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 ------------ ---------------II---------------II---------------II---------------I Control: Protected Protected Permitted Permitted Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 180 1118 43 73 772 18 19 31 158 27 18 46 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: 180 1118 43 73 772 18 19 31 158 27 18 46 Added Vol: 16 0 0 0 7 0 9 0 5 0 0 0 PasserByVol: 11 89 0 0 74 0 0 0 17 0 D 0 Initial Fut: 207 1207 43 73 853 18 28 31 180 27 18 46 User Adj : 1.00 1.00 1.00 1.0.0 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: 207 1207 43 73 853 18 28 31 180 27 18 46 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 207 1207 43 73 853 18 28 31 180 27 18 46 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: 207 1207 43 73 853 18 28 31 180 27 18 46 ------------I--------------II------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 2.00 1.00 1.00 2.00 1.00 0.47 0.53 1.00 1.00 1.00 1.00 Final Sat. : 1600 3200 1600 160.0 3200 1600 759 841 1600 1600 1600 1600 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.13 0.38 0.03 0.05 0.27 0.01 0.02 0.04 0.11 0.02 0.01 0.03 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 339 Future+Approved+Cumulative+Mon Aug 17, 2015 13:54:01 Page 8-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.890 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 180 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241 Added Vol: 0 0 0 11 0 8 7 0 0 0 0 9 PasserByVol: 0 0 0 63 0 38 44 325 0 0 286 83 Initial Fut: 16 32 50 914 49 182 178 1892 24 50 2942 1333 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 914 49 182 178 1892 24 50 2942 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 914 49 182 178 1892 24 50 2942 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 914 49 182 178 1892 24 50 2942 0 ------------ ---------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat. : 1600 1600 1600 4800 1600 1600 3200 4741 59 1600 4800 1600 ------------I---------------II---------------II-------------II------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.03 0.19 0.03 0.11 0.06 0.40 0.40 0.03 0.61 0.00 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 340 Future+Approved+Cumulative+Mon Aug 17, 2015 13:54:01 Page 9-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.829 Loss Time (sec) : 0 Average Delay (sec/veh) : xxxxxx Optimal Cycle: 133 Level Of Service: D Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36 Added Vol: 0 0 0 0 0 0 0 11 0 0 9 0 PasserByVol: 3 6 0 98 7 so 71 286 2 0 265 30 Initial Fut: 463 31 41 131 30 134 117 2310 502 71 3398 66 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: 463 31 41 131 30 134 117 2310 502 71 3398 66 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 463 31 41 131 30 134 117 2310 502 71 3398 66 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: 463 31 41 131 30 134 117 2310 502 71 3398 66 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 2.60 0.17 0.23 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat. : 4154 278 368 160.0 293 1307 1600 4800 1600 1600 6278 122 ------------I---------------II---------------II--------------11--------------I Capacity Analysis Module: Vol/Sat: 0.11 0.11 0.11 0.08 0.10 0.10 0.07 0.48 0.31 0.04 0.54 0.54 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3-42 Future+Approved+Cumulative+Mon Aug 17, 2015 13:54:01 Page 10-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report ICU 1 (Loss as Cycle Length %) Method (Future Volume Alternative) Intersection #9 Tustin Ave/17th St 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Prot+Permit Prot+Permit Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 Y+R: 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lanes: 1 0 1 0 1 1 0 1 0 1 1 0 2 0 1 1 0 1 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 79 92 81 80 98 60 77 914 69 109 1185 93 Growth Adj : 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 81 95 83 82 101 62 79 941 71 112 1221 96 Added Vol: 0 0 0 0 0 0 0 4 0 0 5 0 PasserByVol: 0 0 0 0 0 0 0 50 0 0 64 0 Initial Fut: 81 95 83 82 101 62 79 995 71 112 1290 96 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Volume: 61 95 83 B2 101 62 79 995 71 112 1290 96 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 81 95 83 82 101 62 79 99.5 71 112 1290 96 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: 81 95 83 82 101 62 79 995 71 112 1290 96 ------------ ---------------II-------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 1600 Adjustment: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lanes: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 1.00 1.00 1.86 0.14 Final Sat. : 1600 1600 1600 1600 1600 1600 1600 3200 1600 1600 2979 221 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.05 0.06 0.05 0.05 0.06 0.04 0.05 0.31 0.04 0.07 0.43 0.43 Crit Moves: **** **** **** **** Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA S42 APPENDIX L Existing (2015) No Project and Plus Project Intersection Level of Service Worksheets (HCM Methodology) ENC Pre-School TIA s4s Existing AM Mon Aug 17, 2015 13:23:23 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.702 Loss Time (sec) : 0 Average Delay (sec/veh) : 9.2 Optimal Cycle: 62 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 2 2 3 65 0 342 289 2307 11 13 1258 59 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 2 3 65 0 342 289 2307 11 13 1258 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: 2 2 3 65 0 342 289 2307 11 13 1258 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 65 0 342 289 2307 11 13 1258 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: 2 2 3 65 0 342 289 2307 11 13 1258 59 ------------ --------------II-------------II---------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.92 0.92 0.78 1.00 .0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 498 498 747 1478 0 1615 1805 3589 17 1805 5187 1615 ------------I--------------- ---------------II---------------11---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.16 0.64 0.64 0.01 0.24 0.04 Crit Moves: **** **** **** Green/Cycle: 0.07 0.07 0.07 0.07 0.00 0.44 0.37 0.92 0.92 0.01 0.56 0.56 Volume/Cap: 0.05 0.05 0.05 0.60 0.00 0.48 0.43 0.70 0.70 0.70 0.43 0.07 Uniform Del: 43.1 43.1 43.1 44.9 0.0 19.8 23.8 1.0 1.0 49.3 12.9 10.1 IncremntDel: 0.2 0.2 0.2 8.6 0.0 0.5 0.5 0.7 0.7 77.3 0.1 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 43.2 43.2 43.2 53.5 O.0 20.3 24.2 1.7 1.7 126.6 13.0 10.2 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 43.2 43.2 43.2 53.5 0.0 20.3 24.2 1.7 1.7 126.6 13.0 10.2 LOS by Move: D D D D A C C A A F B B HCM2kAvgQ: 0 0 0 3 0 8 7 10 10 0 8 1 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 3"T_T Existing AM Mon Aug 17, 2015 13:23:23 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.688 Loss Time (sec) : 0 Average Delay (sec/veh) : 2.3 Optimal Cycle: 60 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected 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 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 1 0 42 0 15 26 2344 0 0 1328 36 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 1 0 42 0 15 26 2344 0 0 1328 36 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 1 0 42 0 15 26 2344 0 0 1328 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2344 0 0 1328 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1 0 42 0 15 26 2344 0 0 1328 36 ------------ -------------- ----------- --------------- ------------- Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.77 1.00 .0.77 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08 Final Sat. : 0 1900 0 1077 0 385 1805 3610 0 0 5031 135 ------------I---------------II---------------II------------II---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.04 0.01 0.65 0.00 0.00 0.26 0.26 Crit Moves: **** **** **** Green/Cycle: 0.00 0.06 0.00 0.06 0.00 0.06 0.05 0.94 0.00 0.00 0.90 0.90 Volume/Cap: 0.00 0.01 0.00 0.69 0.00 0.69 0.29 0.69 0.00 0.00 0.29 0.29 Uniform Del: 0.0 44.5 0.0 46.3 0.0 46.3 46.0 0.5 0.0 0.0 0.7 0.7 IncremntDel: 0.0 0.0 0.0 21.7 0.0 21.7 1.9 0.6 0.0 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Delay/Veh: 0.0 44.6 0.0 68..0 O.0 68.0 47.9 1.1 0.0 0.0 0.8 0.8 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 44.6 0.0 68.0 0.0 68.0 47.9 1.1 0.0 0.0 0.8 0.8 LOS by Move: A D A E A E D A A A A A HCM2kAvgQ: 0 0 0 3 0 3 1 7 0 0 2 2 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Existing AM Mon Aug 17, 2015 13:23:23 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.575 Loss Time (sec) : 0 Average Delay (sec/veh) : 18.3 Optimal Cycle: 54 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 24 45 42 904 44 182 148 1880 22 18 1241 705 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 45 42 904 44 182 148 1880 22 18 1241 705 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 904 44 182 148 1880 22 18 1241 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 904 44 182 148 1880 22 18 1241 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 904 44 182 148 1880 22 18 1241 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat. : 1805 1733 1617 5253 1900 1615 3502 5118 59 1805 5187 1900 ------------I--------------- ---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.17 0.02 0.11 0.04 0.37 0.37 0.01 0.24 0.00 Crit Moves: **** **** **** **** Green/Cycle: 0.05 0.05 0.05 0.30 0.30 0.30 0.10 0.64 0.64 0.02 0.56 0.00 Volume/Cap: 0.29 0.58 0.5.8 0.58 0.08 0.38 0.43 0.58 0.58 0.58 0.43 0.00 Uniform Del: 46.2 46.8 46.8 29.7 25.1 27.7 42.4 10.3 10.3 48.8 12.9 0.0 IncremntDel: 2.0 5.3 5.3 0.5 0.1 0.5 0.9 0.3 0.3 24.2 0.1 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 48.2 52.1 52.1 30.2 25.2 28.2 43.3 10.6 10.6 73.0 13.0 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 48.2 52.1 52.1 30.2 25.2 28.2 43.3 10.6 10.6 73.0 13.0 0.0 LOS by Move: D D D C C C D B B E B A HCM2kAvgQ: 1 2 2 9 1 5 2 12 12 1 8 0 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3-4-C Existing AM Mon Aug 17, 2015 13:23:23 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.668 Loss Time (sec) : 0 Average Delay (sec/veh) : 11.2 Optimal Cycle: 69 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 362 16 45 26 8 37 33 2498 375 91 1388 31 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 362 16 45 26 8 37 33 2523 379 92 1402 31 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 362 16 45 26 8 37 33 2523 379 92 1402 31 User Adj : 1.00 1.00 1.00 1.0.0 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: 362 16 45 26 8 37 33 2523 379 92 1402 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 362 16 45 26 8 37 33 2523 379 92 1402 31 ------------ --------------II------------II--------------II--------------- I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.94 0.94 0.95 0.88 .0.88 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.67 0.09 0.24 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat. : 4645 155 435 1805 296 1370 1805 5187 1615 1805 6745 151 ------------I--------------- --------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.08 0.10 0.10 0.01 0.03 0.03 0.02 0.49 0.23 0.05 0.21 0.21 Crit Moves: **** **** **** **** Green/Cycle: 0.15 0.15 0.15 0.04 0.04 0.04 0.07 0.73 0.73 0.08 0.74 0.74 Volume/Cap: 0.50 0.67 0.67 0.36 0.67 0.67 0.28 0.67 0.32 0.67 0.28 0.28 Uniform Del: 38.7 39.8 39.8 46.7 47.3 47.3 44.5 7.2 4.8 45.0 4.3 4.3 IncremntDel: 0.5 2.7 2.7 3.0 22.8 22.8 1.3 0.5 0.2 11.9 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 39.2 42.6 42.6 49.7 70.1 70.1 45.8 7.6 5.0 56.8 4.3 4.3 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 39.2 42.6 42.6 49.7 70.1 70.1 45.8 7.6 5.0 56.8 4..3 4.3 LOS by Move: D D D D E E D A A E A A HCM2kAvgQ: 5 7 7 1 3 3 1 15 4 4 4 4 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Existing PM Mon Aug 17, 2015 13:23:49 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.747 Loss Time (sec) : 0 Average Delay (sec/veh) : 14.9 Optimal Cycle: 74 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 12 12 73 4 441 252 1583 13 38 2460 56 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 9 12 12 73 4 441 252 1583 13 38 2460 56 User Adj : 1.00 1.00 1.00 1.0.0 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: 9 12 12 73 4 441 252 1583 13 38 2460 56 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56 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: 9 12 12 73 4 441 252 1583 13 38 2460 56 ------------ --------------II---------------II---------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.91 0.91 0.91 0.76 0.76 .0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat. : 470 627 627 1373 75 1615 1805 3576 30 1805 5187 1615 ------------I---------------II---------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.02 0.02 0.02 0.05 0.05 0.27 0.14 0.44 0.44 0.02 0.47 0.03 Crit Moves: **** **** **** Green/Cycle: 0.18 0.18 0.18 0.18 0.18 0.37 0.19 0.78 0.78 0.04 0.63 0.63 Volume/Cap: 0.11 0.11 0.11 0.30 0.30 0.75 0.7.5. 0.56 0.56 0.5.6 0.75 0.05 Uniform Del: 34.4 34.4 34.4 35.6 35.6 27.7 38.4 4.2 4.2 47.4 12.7 6.9 IncremntDel: 0.2 0.2 0.2 0.6 0.6 5.2 8.9 0.3 0.3 10.7 1.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 34.5 34.5 34.5 36.3 36.3 32.9 47.3 4.4 4.4 58.0 13.7 6.9 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 34.5 3.4.5 34.5 36.3 36.3 32.9 47.3 4.4 4.4 58.0 13.7 6.9 LOS by Move: C C C D D C D A A E B A HCM2kAvgQ: 1 1 1 2 2 13 9 10 10 1 19 1 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 348 Existing PM Mon Aug 17, 2015 13:23:49 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.571 Loss Time (sec) : 0 Average Delay (sec/veh) : 3.0 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 ------------ ---------------II---------------II---------------II---------------I 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 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 2 1 0 37 2 25 64 1607 5 0 2515 41 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 1 0 37 2 25 64 1607 5 0 2515 41 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 1 0 37 2 25 64 1607 5 0 2515 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41 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 1 0 37 2 25 64 1607 5 0 2515 41 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.86 0.86 1.00 0.8.0 0.80 .0.80 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat. : 1092 546 0 881 48 595 1805 3599 11 0 5094 83 ------------I---------------II---------------II-------------11---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.45 0.45 0.00 0.49 0.49 Crit Moves: **** **** **** Green/Cycle: 0.07 0.07 0.00 0.07 0.07 0.07 0.06 0.93 0.93 0.00 0.86 0.86 Volume/Cap: 0.02 0.02 0.00 0.57 0.57 0.57 0.57 0.48 0.48 0.00 0.57 0.57 Uniform Del: 43.0 43.0 0.0 44.8 44.8 44.8 45.6 0.5 0.5 0.0 1.8 1.8 IncremntDel: 0.1 0.1 0.0 6.9 6.9 6.9 6.9 0.1 0.1 0.0 0.2 0.2 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Delay/Veh: 43.1 43.1 0.0 51.7 51.7 51.7 52.5 0.6 0.6 0.0 2.0 2.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 43.1 43.1 0.0 51.7 51.7 .51.7 52.5 0.6 0.6 0.0 2.0 2.0 LOS by Move: D D A D D D D A A A A A HCM2kAvgQ: 0 0 0 3 3 3 2 4 4 0 8 8 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3-9-9 Existing PM Mon Aug 17, 2015 13:23:49 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.723 Loss Time (sec) : 0 Average Delay (sec/veh) : 17.1 Optimal Cycle: 82 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2504 1170 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 16 32 50 840 49 136 123 1521 23 49 2579 1205 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 16 32 50 840 49 136 123 1521 23 49 2579 1205 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 840 49 136 123 1521 23 49 2579 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 840 49 136 123 1521 23 49 2579 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 840 49 136 123 1521 23 49 2579 0 ------------ ---------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat. : 1805 1641 1641 5253 1900 1615 3502 5101 76 1805 5187 1900 ------------I---------------II---------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.03 0.16 0.03 0.08 0.04 0.30 0.30 0.03 0.50 0.00 Crit Moves: **** **** **** **** Green/Cycle: 0.04 0.04 0.04 0.22 0.22 0.22 0.05 0.67 0.67 0.06 0.69 0.00 Volume/Cap: 0.21 0.46 0.72 0.72 0.12 0.38 0.72 0.44 0.44 0.44 0.72 0.00 Uniform Del: 46.3 46.8 47.3 36.1 31.1 33.1 46.9 7.5 7.5 45.2 9.7 0.0 IncremntDel: 1.4 1.9 20.3 2.3 0.1 0.7 14.2 0.1 0.1 2.8 0.7 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 47.7 48.7 67.6 38.4 31.2 33.8 61.1 7.6 7.6 48.0 10.4 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 47.7 48.7 67.6 38.4 31.2 33.8 61.1 7.6 7.6 48.0 10.4 0.0 LOS by Move: D D E D C C E A A D B A HCM2kAvgQ: 1 2 3 10 1 4 2 8 8 1 18 0 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3�0 Existing PM Mon Aug 17, 2015 13:23:49 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.640 Loss Time (sec) : 0 Average Delay (sec/veh) : 12.8 Optimal Cycle: 63 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 460 25 41 33 23 54 45 1935 480 68 3003 35 Growth Adj : 1.00 1_00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 460 25 41 33 23 54 45 1954 485 69 3033 35 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 460 25 41 33 23 54 45 1954 485 69 3033 35 User Adj : 1.00 1.00 1.00 1.0.0 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: 460 25 41 33 23 54 45 1954 485 69 3033 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 460 25 41 33 23 54 45 1954 485 69 3033 35 ------------ --------------II-------------II--------------II--------------- I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.90 .0.90 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.71 0.11 0.18 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.95 0.05 Final Sat. : 4719 201 329 1805 508 1193 1805 5187 1615 1805 6823 80 ------------I---------------II---------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.10 0.12 0.12 0.02 0.05 0.05 0.03 0.38 0.30 0.04 0.44 0.44 Crit Moves: **** **** **** **** Green/Cycle: 0.19 0.19 0.19 0.07 0.07 0.07 0.04 0.67 0.67 0.07 0.70 0.70 Volume/Cap: 0.50 0.64 0.64 0.26 0.64 0.64 0.64 0.56 0.45 0.5.6 0.64 0.64 Uniform Del: 35.9 37.0 37.0 44.0 45.2 45.2 47.3 8.9 7.9 45.2 8.4 8.4 IncremntDel: 0.4 1.7 1.7 1.1 11.0 11.0 17.9 0.2 0.3 6.0 0.3 0.3 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 36.3 38.7 38.7 45.1 56.2 56.2 65.3 9.1 8.2 51.2 8.7 8.7 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 36.3 3.8.7 38.7 45.1 56.2 56.2 65.3 9.1 8.2 51.2 8.7 8.7 LOS by Move: D D D D E E E A A D A A HCM2kAvgQ: 5 7 7 1 3 3 1 12 7 3 15 15 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 351 Existing Plus Project. AM Mon Aug 17, 2015 13:24:14 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.704 Loss Time (sec) : 0 Average Delay (sec/veh) : 9.2 Optimal Cycle: 63 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 2 3 65 0 342 283 2262 11 13 1233 58 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 2 2 3 65 0 342 289 2307 11 13 1258 59 Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 2 3 65 0 342 289 2315 11 13 1265 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: 2 2 3 65 0 342 289 2315 11 13 1265 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 65 0 342 289 231.5 11 13 1265 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: 2 2 3 65 0 342 289 2315 11 13 1265 59 ------------ --------------II-------------II---------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.92 0.92 0.78 1.00 .0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 498 498 747 1478 0 1615 1805 3589 17 1805 5187 1615 ------------I--------------- ---------------II---------------11---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.21 0.16 0.65 0.65 0.01 0.24 0.04 Crit Moves: **** **** **** Green/Cycle: 0.07 0.07 0.07 0.07 0.00 0.44 0.37 0.92 0.92 0.01 0.56 0.56 Volume/Cap: 0.05 0.05 0.05 0.60 0.00 0.48 0.44 0.70 0.70 0.70 0.44 0.07 Uniform Del: 43.1 43.1 43.1 44.9 0.0 19.9 23.9 1.0 1.0 49.3 12.8 10.1 IncremntDel: 0.2 0.2 0.2 8.8 0.0 0.5 0.5 0.7 0.7 78.3 0.1 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 43.3 43.3 43.3 53.7 O.0 20.4 24.3 1.7 1.7 127.6 12.9 10.1 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 43.3 43.3 43.3 53.7 0.0 20.4 24.3 1.7 1.7 127.6 12.9 10.1 LOS by Move: D D D D A C C A A F B B HCM2kAvgQ: 0 0 0 3 0 8 7 10 10 0 8 1 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 352 Existing Plus Project. AM Mon Aug 17, 2015 13:24:14 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.691 Loss Time (sec) : 0 Average Delay (sec/veh) : 2.3 Optimal Cycle: 60 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected 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 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 0 1 0 42 0 15 25 2298 0 0 1302 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 0 1 0 42 0 15 26 2344 0 0 1328 36 Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 0 1 0 42 0 15 26 2352 0 0 1335 36 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PHF Volume: 0 1 0 42 0 15 26 2352 0 0 1335 36 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2352 0 0 1335 36 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 0 1 0 42 0 15 26 2352 0 0 1335 36 ------------ -------------- ----------- -------------- -------------- Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.77 1.00 .0.77 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.92 0.08 Final Sat. : 0 1900 0 1077 0 385 1805 3610 0 0 5032 135 ------------I---------------II---------------II------------II---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.04 0.01 0.65 0.00 0.00 0.27 0.27 Crit Moves: **** **** **** Green/Cycle: 0.00 0.06 0.00 0.06 0.00 0.06 0.05 0.94 0.00 0.00 0.90 0.90 Volume/Cap: 0.00 0.01 0.00 0.69 0.00 0.69 0.30 0.69 0.00 0.00 0.30 0.30 Uniform Del: 0.0 44.5 0.0 46.3 0.0 46.3 46.0 0.5 0.0 0.0 0.7 0.7 IncremntDel: 0.0 0.0 0.0 22.0 0.0 22.0 1.9 0.6 0.0 0.0 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Delay/Veh: 0.0 44.6 0.0 68.4 0.0 68.4 47.9 1.1 0.0 0.0 0.8 0.8 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 44.6 0.0 66.4 0.0 68.4 47.9 1.1 0.0 0.0 0.8 0.8 LOS by Move: A D A E A E D A A A A A HCM2kAvgQ: 0 0 0 3 0 3 1 7 0 0 2 2 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 353 Existing Plus Project. AM Mon Aug 17, 2015 13:24:14 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.577 Loss Time (sec) : 0 Average Delay (sec/veh) : 18.5 Optimal Cycle: 54 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II--------------- --------------- I---------------I Volume Module: Base Vol: 24 45 42 904 44 182 144 1825 21 17 1205 684 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 24 45 42 904 44 182 148 1880 22 18 1241 705 Added Vol: 0 0 0 9 0 7 8 0 0 0 0 11 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 24 45 42 913 44 189 156 1880 22 18 1241 716 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 913 44 189 156 1880 22 18 1241 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 913 44 189 156 1880 22 18 1241 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 913 44 189 156 1880 22 18 1241 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat. : 1805 1733 1617 5253 1900 1615 3502 5118 59 1805 5187 1900 ------------I--------------- ---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.17 0.02 0.12 0.04 0.37 0.37 0.01 0.24 0.00 Crit Moves: **** **** **** **** Green/Cycle: 0.05 0.05 0.05 0.30 0.30 0.30 0.10 0.64 0.64 0.02 0.55 0.00 Volume/Cap: 0.30 0.58 0.5.8 0.58 0.08 0.39 0.43 0.58 0.58 0.58 0.43 0.00 Uniform Del: 46.2 46.8 46.8 29.5 25.0 27.6 42.1 10.4 10.4 48.8 13.3 0.0 IncremntDel: 2.0 5.4 5.4 0.5 0.1 0.5 0.8 0.3 0.3 24.5 0.1 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 48.2 52.2 52.2 30.1 25.0 28.2 43.0 10.7 10.7 73.3 13.4 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 48.2 52.2 52.2 30.1 25.0 28.2 43.0 10.7 10.7 73.3 13.4 0.0 LOS by Move: D D D C C C D B B E B A HCM2kAvgQ: 1 2 2 9 1 5 2 12 12 1 8 0 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA �.J-T Existing Plus Project. AM Mon Aug 17, 2015 13:24:14 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.669 Loss Time (sec) : 0 Average Delay (sec/veh) : 11.2 Optimal Cycle: 69 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 362 16 45 26 8 37 33 2498 375 91 1388 31 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 362 16 45 26 8 37 33 2523 379 92 1402 31 Added Vol: 0 0 0 0 0 0 0 9 0 0 11 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 362 16 45 26 8 37 33 2532 379 92 1413 31 User Adj : 1.00 1.00 1.00 1.0.0 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: 362 16 45 26 8 37 33 2532 379 92 141.3 31 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 362 16 45 26 8 37 33 2532 379 92 1413 31 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 362 16 45 26 8 37 33 2532 379 92 1413 31 ------------ --------------II------------II--------------II---------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.94 0.94 0.95 0.88 .0.88 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.67 0.09 0.24 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.91 0.09 Final Sat. : 4645 155 435 1805 296 1370 1805 5187 1615 1805 6746 149 ------------I--------------- --------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.08 0.10 0.10 0.01 0.03 0.03 0.02 0.49 0.23 0.05 0.21 0.21 Crit Moves: **** **** **** **** Green/Cycle: 0.15 0.15 0.15 0.04 0.04 0.04 0.07 0.73 0.73 0.08 0.74 0.74 Volume/Cap: 0.50 0.67 0.67 0.36 0.67 0.67 0.28 0.67 0.32 0.67 0.28 0.28 Uniform Del: 38.8 39.9 39.9 46.7 47.3 47.3 44.5 7.2 4.8 45.0 4.3 4.3 IncremntDel: 0.5 2.8 2.8 3.0 23.1 23.1 1.3 0.5 0.2 12.1 0.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 39.3 42.7 42.7 49.7 70.4 70.4 45.8 7.6 5.0 57.0 4.3 4.3 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 39.3 42.7 42.7 49.7 70.4 70.4 45.8 7.6 5.0 57.0 4..3 4.3 LOS by Move: D D D D E E D A A E A A HCM2kAvgQ: 5 7 7 1 3 3 1 15 4 4 4 4 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 36� Existing Plus Project PM Mon Aug 17, 2015 13:24:32 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.749 Loss Time (sec) : 0 Average Delay (sec/veh) : 14.9 Optimal Cycle: 74 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 9 12 12 73 4 441 247 1552 13 37 2412 55 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 9 12 12 73 4 441 252 1583 13 38 2460 56 Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 9 12 12 73 4 441 252 1590 13 38 2468 56 User Adj : 1.00 1.00 1.00 1.0.0 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: 9 12 12 73 4 441 252 1590 13 38 2468 56 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 73 4 441 252 1590 13 38 2468 56 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: 9 12 12 73 4 441 252 1590 13 38 2468 56 ------------ --------------II---------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.91 0.91 0.91 0.76 0.76 .0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.98 0.02 1.00 3.00 1.00 Final Sat. : 470 627 627 1373 75 1615 1805 3577 30 1805 5187 1615 ------------I---------------II---------------II------------II-------------I Capacity Analysis Module: Vol/Sat: 0.02 0.02 0.02 0.05 0.05 0.27 0.14 0.44 0.44 0.02 0.48 0.03 Crit Moves: **** **** **** Green/Cycle: 0.18 0.18 0.18 0.18 0.18 0.36 0.19 0.78 0.78 0.04 0.64 0.64 Volume/Cap: 0.11 0.11 0.11 0.30 0.30 0.75 0.75. 0.57 0.57 0.5.7 0.75 0.05 Uniform Del: 34.4 34.4 34.4 35.7 35.7 27.8 38.5 4.2 4.2 47.4 12.7 6.9 IncremntDel: 0.2 0.2 0.2 0.7 0.7 5.3 9.0 0.3 0.3 10.9 1.0 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 34.6 34.6 34.6 36.3 36.3 33.1 47.5 4.4 4.4 58.3 13.7 6.9 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 34.6 3.4.6 34.6 36.3 36.3 33.1 47.5 4.4 4.4 58.3 13.7 6.9 LOS by Move: C C C D D C D A A E B A HCM2kAvgQ: 1 1 1 2 2 13 9 10 10 1 19 1 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 35(0 Existing Plus Project PM Mon Aug 17, 2015 13:24:32 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.573 Loss Time (sec) : 0 Average Delay (sec/veh) : 3.0 Optimal Cycle: 44 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected 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 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1 0 37 2 25 63 1575 5 0 2466 40 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.02 1.02 1.02 1.02 1.02 1.02 Initial Bse: 2 1 0 37 2 25 64 1607 5 0 2515 41 Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 2 1 0 37 2 25 64 1614 5 0 2523 41 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 1 0 37 2 25 64 1614 5 0 2523 41 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 64 1614 5 0 2523 41 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 1 0 37 2 25 64 1614 5 0 2523 41 ------------ --------------II---------------II---------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.86 0.86 1.00 0.8.0 0.80 .0.80 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.95 0.05 Final Sat. : 1091 545 0 88.0 48 595 1805 3599 11 0 5094 82 ------------I---------------II---------------II---------------II--------------- I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.45 0.45 0.00 0.50 0.50 Crit Moves: **** **** **** Green/Cycle: 0.07 0.07 0.00 0.07 0.07 0.07 0.06 0.93 0.93 0.00 0.86 0.86 Volume/Cap: 0.02 0.02 0.00 0.57 0.57 0.57 0.57 0.48 0.48 0.00 0.57 0.57 Uniform Del: 43.0 43.0 0.0 44.8 44.8 44.8 45.6 0.5 0.5 0.0 1.8 1.8 IncremntDel: 0.1 0.1 0.0 7.0 7.0 7.0 7.0 0.1 0.1 0.0 0.2 0.2 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Delay/Veh: 43.1 43.1 0.0 51.8 51.8 51.9 52.6 0.6 0.6 0.0 2.0 2.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 43.1 43.1 0.0 51.8 51.8 51.8 52.6 0.6 0.6 0.0 2.0 2.0 LOS by Move: D D A D D D D A A A A A HCM2kAvgQ: 0 0 0 3 3 3 2 4 4 0 8 8 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Existing Plus Project. PM Mon Aug 17, 2015 13:24:32 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.727 Loss Time (sec) : 0 Average Delay (sec/veh) : 17.4 Optimal Cycle: 83 Level Of Service: B Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 16 32 50 840 49 136 119 1477 22 48 2504 1170 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 16 32 50 840 49 136 123 1521 23 49 2579 1205 Added Vol: 0 0 0 11 0 8 7 0 0 0 0 9 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 16 32 50 851 49 144 130 1521 23 49 2579 1214 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 851 49 144 130 1521 23 49 2579 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 851 49 144 130 1521 23 49 2579 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 851 49 144 130 1521 23 49 2579 0 ------------ ---------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat. : 1805 1641 1641 5253 1900 1615 3502 5101 76 1805 5187 1900 ------------I---------------II---------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.03 0.16 0.03 0.09 0.04 0.30 0.30 0.03 0.50 0.00 Crit Moves: **** **** **** **** Green/Cycle: 0.04 0.04 0.04 0.22 0.22 0.22 0.05 0.67 0.67 0.06 0.68 0.00 Volume/Cap: 0.21 0.47 0.73 0.73 0.12 0.40 0.7.3 0.44 0.44 0.44 0.73 0.00 Uniform Del: 46.3 46.8 47.3 36.0 31.0 33.1 46.8 7.6 7.6 45.2 9.9 0.0 IncremntDel: 1.4 1.9 20.9 2.3 0.1 0.7 13.9 0.1 0.1 2.8 0.8 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 47.7 48.7 68.3 38.3 31.1 33.9 60.7 7.7 7.7 48.0 10.7 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 47.7 48.7 68.3 38.3 31.1 33.9 60.7 7.7 7.7 48.0 10.7 0.0 LOS by Move: D D E D C C E A A D B A HCM2kAvgQ: 1 2 3 10 1 4 2 8 8 1 18 0 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3�8 Existing Plus Project. PM Mon Aug 17, 2015 13:24:32 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #8 Bayside Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.641 Loss Time (sec) : 0 Average Delay (sec/veh) : 12.8 Optimal Cycle: 63 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 460 25 41 33 23 54 45 1935 480 68 3003 35 Growth Adj : 1.00 1_00 1.00 1.00 1.00 1.00 1.01 1.01 1.01 1.01 1.01 1.01 Initial Bse: 460 25 41 33 23 54 45 1954 485 69 3033 35 Added Vol: 0 0 0 0 0 0 0 11 0 0 9 0 PasserByVol: 0 0 0 0 0 0 0 0 0 0 0 0 Initial Fut: 460 25 41 33 23 54 45 1965 485 69 3042 35 User Adj : 1.00 1.00 1.00 1.0.0 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: 460 25 41 33 23 54 45 1965 485 69 3042 35 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 460 25 41 33 23 54 45 1965. 485 69 3042 35 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 460 25 41 33 23 54 45 1965 485 69 3042 35 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.90 .0.90 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.71 0.11 0.18 1.00 0.30 0.70 1.00 3.00 1.00 1.00 3.95 0.05 Final Sat. : 4719 201 329 1805 508 1193 1805 5187 1615 1805 6823 79 ------------I---------------II---------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.10 0.12 0.12 0.02 0.05 0.05 0.03 0.38 0.30 0.04 0.45 0.45 Crit Moves: **** **** **** **** Green/Cycle: 0.19 0.19 0.19 0.07 0.07 0.07 0.04 0.67 0.67 0.07 0.70 0.70 Volume/Cap: 0.50 0.64 0.64 0.26 0.64 0.64 0.64 0.57 0.45 0.5.7 0.64 0.64 Uniform Del: 36.0 37.1 37.1 44.0 45.2 45.2 47.3 8.9 7.9 45.2 8.4 8.4 IncremntDel: 0.4 1.7 1.7 1.1 11.1 11.1 18.1 0.2 0.3 6.2 0.3 0.3 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 36.3 38.8 38.8 45.1 56.4 56.4 65.5 9.1 8.2 51.4 8.7 8.7 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 36.3 3.8.8 38.8 45.1 56.4 56.4 65.5 9.1 8.2 51.4 8.7 8.7 LOS by Move: D D D D E E E A A D A A HCM2kAvgQ: 5 7 7 1 3 3 1 12 7 3 15 15 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 359 APPENDIX M Future (2018) Plus Approved Plus Cumulative Plus Growth No Project and Plus Project Intersection Level of Service Worksheets (HCM Methodology) ENC Pre-School TIA Soo Future+Approved+Cumulative Mon Aug 17, 2015 13:24:58 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.836 Loss Time (sec) : 6 Average Delay (sec/veh) : 12.9 Optimal Cycle: 67 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 --------- -------------II--------------II--------------II---------------I Volume Module: Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 1 0 7 33 243 0 0 300 0 Initial Fut: 2 2 3 66 0 349 331 2619 11 13 1596 61 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Volume: 2 2 3 66 0 349 33.1 2619 11 13 1596 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 349 331 2619 11 13 1596 61 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 2 3 66 0 349 331 2619 11 13 1596 61 ------------ --------------II-------------II--------------II-------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.82 0.82 0.82 0.71 1.00 .0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 445 445 667 1347 0 1615 1805 3591 16 1805 5187 1615 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.05 0.00 0.22 0.1.8 0.73 0.73 0.01 0.31 0.04 Crit Moves: **** **** **** Green/Cycle: 0.06 0.06 0.06 0.06 0.00 0.39 0.33 0.87 0.87 0.01 0.55 0.55 Volume/Cap: 0.08 0.08 0.08 0.84 0.00 0.56 0.56 0.84 0.84 0.84 0.56 0.07 Uniform Del: 44.5 44.5 44.5 46.6 0.0 23.9 27.6 3.0 3.0 49.5 14.5 10.4 IncremntDel: 0.4 0.4 0.4 50.8 0.0 1.1 1.2 2.1 2.1 143.5 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 44.9 44.9 44.9 97.4 O.0 25.0 28.7 5.1 5.1 193.0 14.7 10.4 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 44.9 44.9 44.9 97.4 0.0 25.0 28.7 5.1 5.1 193.0 14.7 10.4 LOS by Move: D D D F A C C A A F B B HCM2kAvgQ: 0 0 0 4 0 9 9 23 23 1 11 1 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Sol Future+Approved+Cumulative Mon Aug 17, 2015 13:24:58 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.826 Loss Time (sec) : 6 Average Delay (sec/veh) : 4.7 Optimal Cycle: 64 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected 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 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 243 0 0 300 0 Initial Fut: 0 1 0 42 0 15 26 2657 0 0 1668 37 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 1 0 42 0 15 26 2657 0 0 1668 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 2657 0 0 1668 37 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 1 0 42 0 15 26 2657 0 0 1668 37 ------------ -------------- ----------- -------------- -------------- Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.74 1.00 .0.74 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.93 0.07 Final Sat. : 0 1900 0 1042 0 372 1805 3610 0 0 5059 112 ------------I---------------II---------------II------------II---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.04 0.01 0.74 0.00 0.00 0.33 0.33 Crit Moves: **** **** **** Green/Cycle: 0.00 0.05 0.00 0.05 0.00 0.05 0.04 0.89 0.00 0.00 0.85 0.85 Volume/Cap: 0.00 0.01 0.00 0.83 0.00 0.83 0.39 0.83 0.00 0.00 0.39 0.39 Uniform Del: 0.0 45.3 0.0 47.1 0.0 47.1 47.0 2.2 0.0 0.0 1.6 1.6 IncremntDel: 0.0 0.0 0.0 53.2 0.0 53.2 3.7 1.9 0.0 0.0 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Delay/Veh: 0.0 45.3 0.0 100.3 O.0 1.00.3 50.7 4.1 0.0 0.0 1.6 1.6 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 45.3 0.0 100.3 0.0 100.3 50.7 4.1 0.0 0.0 1.6 1.6 LOS by Move: A D A F A F D A A A A A HCM2kAvgQ: 0 0 0 4 0 4 1 18 0 0 4 4 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 362 Future+Approved+Cumulative Mon Aug 17, 2015 13:24:58 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.690 Loss Time (sec) : 8 Average Delay (sec/veh) : 21.5 Optimal Cycle: 47 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 37 0 25 26 215 0 0 273 83 Initial Fut: 24 45 42 941 44 207 178 2151 23 19 1551 809 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 941 44 207 178 2151 23 19 1551 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 941 44 207 178 2151 23 19 15.51 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 941 44 207 178 2151 23 19 1551 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat. : 1805 1733 1617 5253 1900 1615 3502 5128 54 1805 5187 1900 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.18 0.02 0.13 0.05 0.42 0.42 0.01 0.30 0.00 Crit Moves: **** **** **** **** Green/Cycle: 0.04 0.04 0.04 0.26 0.26 0.26 0.09 0.61 0.61 0.01 0.53 0.00 Volume/Cap: 0.35 0.69 0.69 0.69 0.09 0.49 0.56 0.69 0.69 0.69 0.56 0.00 Uniform Del: 46.9 47.5 47.5 33.4 28.1 31.4 43.6 13.2 13.2 49.0 15.6 0.0 IncremntDel: 3.2 15.1 15.1 1.5 0.1 0.9 2.3 0.7 0.7 55.9 0.3 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 50.1 62.6 62.6 34.9 28.1 32.4 45.9 13.9 13.9 104.9 15.9 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 50.1 62.6 62.6 34.9 28.1 32.4 45.9 13.9 13.9 104.9 15.9 0.0 LOS by Move: D E E C C C D B B F B A HCM2kAvgQ: 1 3 3 10 1 6 3 16 16 1 11 0 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3�a3 Future+Approved+Cumulative Mon Aug 17, 2015 13:24:58 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) **x*******x*******x****x****x*xx****x*xx****x****x*xx*x**x*xx****x*x*x**xx*x**** Intersection #8 Bayside Dr/Coast Hwy x***x***x***x***x***x*******x*W*****x*W*****x*W*****k*Wx****x*W****************x Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.811 Loss Time (sec) : 8 Average Delay (sec/veh) : 18.5 Optimal Cycle: 68 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 1 6 0 62 3 41 72 165 0 0 281 15 Initial Fut: 363 22 45 88 11 78 106 2764 390 95 1725 47 User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2764 390 95 1725 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 363 22 45 88 11 78 106 2764 390 95 1725 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 363 22 45 88 11 78 106 2764 390 95 1725 47 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.94 0.94 0.95 0.87 .0.87 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.66 0.11 0.23 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.89 0.11 Final Sat. : 4615 206 421 1805 204 1447 1805 5187 1615 1805 6706 182 ------------I--------------- --------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.08 0.11 0.11 0.05 0.05 0.05 0.06 0.53 0.24 0.05 0.26 0.26 Crit Moves: **** **** **** **** Green/Cycle: 0.13 0.13 0.13 0.07 0.07 0.07 0.13 0.66 0.66 0.06 0.59 0.59 Volume/Cap: 0.60 0.81 0.81 0.73 0.81 0.81 0.44 0.81 0.37 0.81 0.44 0.44 Uniform Del: 40.9 42.2 42.2 45.8 46.1 46.1 39.8 12.6 7.8 46.2 11.4 11.4 IncremntDel: 1.4 9.2 9.2 20.7 34.8 34.8 1.3 1.6 0.2 33.2 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 42.3 51.4 51.4 66.5 80.9 80.9 41.1 14.1 8.0 79.3 11.5 11.5 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 42.3 51.4 51.4 66.5 80.9 80.9 41.1 14.1 8.0 79.3 11.5 11.5 LOS by Move: D D D E F F D B A E B B HCM2kAvgQ: 5 8 8 4 5 5 3 23 5 5 8 8 **x*x***x***x*******x*******x*W*****x*******x*W*x***x*W*****x*W***x**+*********x Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3C-4- Future+Approved+Cumulative Mon Aug 17, 2015 13:25:31 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.888 Loss Time (sec) : 6 Average Delay (sec/veh) : 20.5 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 2 0 20 29 364 0 0 313 1 Initial Fut: 9 12 12 75 4 461 289 1994 13 39 2847 59 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Volume: 9 12 12 7.5 4 461 289 1994 13 39 2847 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 75 4 461 289 1994 13 39 2847 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: 9 12 12 75 4 461 289 1994 13 39 2847 59 ------------ --------------II---------------II---------------II-------------- I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.90 0.90 0.90 0.75 0.75 .0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 468 624 624 1344 72 1615 1805 3582 24 1805 5187 1615 ------------I---------------II---------------II-----------II--------------I Capacity Analysis Module: Vol/Sat: 0.02 0.02 0.02 0.06 0.06 0.29 0.16 0.56 0.56 0.02 0.55 0.04 Crit Moves: **** **** **** Green/Cycle: 0.14 0.14 0.14 0.14 0.14 0.32 0.18 0.77 0.77 0.03 0.62 0.62 Volume/Cap: 0.14 0.14 0.14 0.39 0.39 0.89 0.89 0.72 0.72 0.72 0.89 0.06 Uniform Del: 37.6 37.6 37.6 39.0 39.0 32.2 40.0 6.0 6.0 48.1 16.1 7.6 IncremntDel: 0.3 0.3 0.3 1.3 1.3 16.8 24.2 1.0 1.0 38.4 3.4 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 37.8 37.8 37.8 40.3 40.3 49.0 64.2 7.0 7.0 86.5 19.5 7.6 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 37.8 3.7.8 37.8 40.3 40.3 49.0 64.2 7.0 7.0 86.5 19.5 7.6 LOS by Move: D D D D D D E A A F B A HCM2kAvgQ: 1 1 1 3 3 17 12 18 18 1 28 1 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 36� Future+Approved+Cumulative Mon Aug 17, 2015 13:25:31 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection *2 Tustin Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.691 Loss Time (sec) : 6 Average Delay (sec/veh) : 4.9 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 ------------ ---------------II---------------II---------------II---------------I 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 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 42 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 0 0 0 0 365 0 0 315 0 Initial Fut: 2 1 0 37 2 25 66 2020 5 0 2905 42 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 1 0 37 2 25 66 2020 5 0 2905 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 66 2020 5 0 2905 42 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 1 0 37 2 25 66 2020 5 0 2905 42 ------------ ---------------II---------------II---------------II--------------- I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.86 0.86 1.00 0.77 0.77 .0.77 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat. : 1087 543 0 844 46 570 1805 3601 9 0 5102 74 ------------I---------------II---------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.56 0.56 0.00 0.57 0.57 Crit Moves: **** **** **** Green/Cycle: 0.06 0.06 0.00 0.06 0.06 0.06 0.05 0.88 0.88 0.00 0.82 0.82 Volume/Cap: 0.03 0.03 0.00 0.69 0.69 0.69 0.69 0.64 0.64 0.00 0.69 0.69 Uniform Del: 43.9 43.9 0.0 45.9 45.9 45.9 46.6 1.7 1.7 0.0 3.6 3.6 IncremntDel: 0.1 0.1 0.0 20.0 20.0 20.0 19.5 0.4 0.4 0.0 0.5 0.5 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Delay/Veh: 44.1 44.1 0.0 65.9 65.9 65.9 66.1 2.2 2.2 0.0 4.1 4.1 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 44.1 44.1 0.0 65.9 65.9 65.9 66.1 2.2 2.2 0.0 4.1 4.1 LOS by Move: D D A E E E E A A A A A HCM2kAvgQ: 0 0 0 3 3 3 2 9 9 0 13 13 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Soo Future+Approved+Cumulative Mon Aug 17, 2015 13:25:31 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.890 Loss Time (sec) : 8 Average Delay (sec/veh) : 24.1 Optimal Cycle: 95 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 0 0 0 63 0 38 44 325 0 0 286 83 Initial Fut: 16 32 50 903 49 174 171 1892 24 50 2942 1324 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 903 49 174 171 1892 24 50 2942 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 903 49 174 171 1892 24 50 2942 Q PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 903 49 174 171 1892 24 50 2942 0 ------------ ---------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat. : 1805 1641 1641 5253 1900 1615 3502 5113 64 1805 5187 1900 ------------I--------------- ---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.03 0.17 0.03 0.11 0.05 0.37 0.37 0.03 0.57 0.00 Crit Moves: **** **** **** **** Green/Cycle: 0.03 0.03 0.03 0.19 0.19 0.19 0.05 0.64 0.64 0.05 0.64 0.00 Volume/Cap: 0.26 0.57 0.89 0.89 0.13 0.56 0.89 0.57 0.57 0.5.7 0.89 0.00 Uniform Del: 47.1 47.6 48.1 39.3 33.4 36.5 47.0 10.1 10.1 46.6 15.2 0.0 IncremntDel: 2.2 5.3 59.1 9.8 0.2 2.2 36.1 0.2 0.2 9.0 3.4 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 49.3 52.9 107.2 49.1 33.6 38.7 83.0 10.3 10.3 55.5 18.5 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 49.3 52.9 107.2 49.1 33.6 38.7 83.0 10.3 10.3 55.5 18.5 0.0 LOS by Move: D D F D C D F B B E B A HCM2kAvgQ: 1 2 4 13 1 6 3 12 12 1 27 Q Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3�0� Future+Approved+Cumulative Mon Aug 17, 2015 13:25:31 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) **x*******x*******x****x****x*xx****x*xx****x****x*xx*x**x*xx****x*x*x**xx*x*x** Intersection #8 Bayside Dr/Coast Hwy x***x***x***x***x***x*******x*W*****x*W*****x*W*****k*Wx****x*W***************** Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.862 Loss Time (sec) : 8 Average Delay (sec/veh) : 22.8 Optimal Cycle: 83 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36 Added Vol: 0 0 0 0 0 0 0 0 0 0 0 0 PasserByVol: 3 6 0 98 7 so 71 286 2 0 265 30 Initial Fut: 463 31 41 131 30 134 117 2299 502 71 3389 66 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: 463 31 41 131 30 134 117 2299 502 71 3389 66 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 463 31 41 131 30 134 117 2299 502 71 3389 66 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: 463 31 41 131 30 134 117 2299 502 71 3389 66 ------------ --------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.88 .0.88 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.69 0.13 0.18 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat. : 4695 241 319 1805 305 1361 1805 5187 1615 1805 6763 132 ------------I---------------II---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.10 0.13 0.13 0.07 0.10 0.10 0.07 0.44 0.31 0.04 0.50 0.50 Crit Moves: **** **** **** **** Green/Cycle: 0.15 0.15 0.15 0.11 0.11 0.11 0.08 0.60 0.60 0.05 0.58 0.58 Volume/Cap: 0.66 0.86 0.86 0.64 0.86 0.86 0.86 0.73 0.51 0.73 0.86 0.86 Uniform Del: 40.2 41.5 41.5 42.3 43.5 43.5 45.7 14.1 11.4 46.6 17.6 17.6 IncremntDel: 2.1 11.8 11.8 6.4 30.8 30.8 39.3 0.9 0.5 25.1 2.1 2.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 42.2 53.4 53.4 48.7 74.3 74.3 85.1 15.1 11.9 71.7 19.7 19.7 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 42.2 53.4 53.4 46.7 74.3 74.3 85.1 15.1 11.9 71.7 19.7 19.7 LOS by Move: D D D D E E F B B E B B HCM2kAvgQ: 6 10 10 5 8 8 4 18 9 4 27 27 **x*x***x***x*******x***************x*******x*W*****x*W*****x*W*******W********* Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 368 Future+Approved+Cumulative+Mon Aug 17, 2015 13:25:55 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.838 Loss Time (sec) : 6 Average Delay (sec/veh) : 12.9 Optimal Cycle: 68 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 --------- -------------II--------------II--------------II---------------I Volume Module: Base Vol: 2 2 3 65 0 342 289 2307 11 13 1258 59 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 2 3 65 0 342 298 2376 11 13 1296 61 Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0 PasserByVol: 0 0 0 1 0 7 33 243 0 0 300 0 Initial Fut: 2 2 3 66 0 349 331 2627 11 13 1603 61 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Volume: 2 2 3 66 0 349 33.1 2627 11 13 160.3 61 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 2 3 66 0 349 331 2627 11 13 1603 61 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 2 2 3 66 0 349 331 2627 11 13 1603 61 ------------ --------------II-------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.82 0.82 0.82 0.71 1.00 .0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.28 0.29 0.43 1.00 0.00 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 443 443 665 1347 0 1615 1805 3591 15 1805 5187 1615 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.05 0.00 0.22 0.1.8 0.73 0.73 0.01 0.31 0.04 Crit Moves: **** **** **** Green/Cycle: 0.06 0.06 0.06 0.06 0.00 0.39 0.33 0.87 0.87 0.01 0.55 0.55 Volume/Cap: 0.08 0.08 0.08 0.84 0.00 0.56 0.56 0.84 0.84 0.84 0.56 0.07 Uniform Del: 44.5 44.5 44.5 46.6 0.0 24.0 27.6 3.0 3.0 49.5 14.4 10.4 IncremntDel: 0.4 0.4 0.4 51.5 0.0 1.1 1.2 2.1 2.1 144.8 0.2 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 44.9 44.9 44.9 98.1 0.0 25.1 28.8 5.2 5.2 194.3 14.7 10.4 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 44.9 44.9 44.9 96.1 0.0 25.1 28.8 5.2 5.2 194.3 14.7 10.4 LOS by Move: D D D F A C C A A F B B HCM2kAvgQ: 0 0 0 4 0 9 9 23 23 1 11 1 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 3 69 Future+Approved+Cumulative+Mon Aug 17, 2015 13:25:55 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) **x***************x*********x*x*****x*x*****xxx****xxxxx*x*xx**x*x*x*x*x*x*x***x Intersection *2 Tustin Ave/Coast Hwy **x*******x*******x*******x*x*W***x*x*W***x*x*Wx*xxxx+Wh*xxxx*Wx*xxx***x*x*x***h Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.828 Loss Time (sec) : 6 Average Delay (sec/veh) : 4.7 Optimal Cycle: 65 Level Of Service: A Approach: North Bound South Bound East Bound West Bound Movement: L - T - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected 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 1 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 0 1 0 42 0 15 25 2344 0 0 1328 36 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 0 1 0 42 0 15 26 2414 0 0 1368 37 Added Vol: 0 0 0 0 0 0 0 8 0 0 7 0 PasserByVol: 0 0 0 0 0 0 0 243 0 0 300 0 Initial Fut: 0 1 0 42 0 15 26 2665 0 0 1675 37 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 1 0 42 0 15 26 2665 0 0 1675 37 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 0 1 0 42 0 15 26 266.5 0 0 1675 37 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 1 0 42 0 15 26 2665 0 0 1675 37 ------------ -------------- ----------- -------------- ------------- Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 1.00 1.00 1.00 0.74 1.00 .0.74 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.00 1.00 0.00 0.74 0.00 0.26 1.00 2.00 0.00 0.00 2.94 0.06 Final Sat. : 0 1900 0 1042 0 372 1805 3610 0 0 5059 112 ------------I---------------II---------------II------------II---------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.00 0.04 0.01 0.74 0.00 0.00 0.33 0.33 Crit Moves: **** **** **** Green/Cycle: 0.00 0.05 0.00 0.05 0.00 0.05 0.04 0.89 0.00 0.00 0.85 0.85 Volume/Cap: 0.00 0.01 0.00 0.83 0.00 0.83 0.39 0.83 0.00 0.00 0.39 0.39 Uniform Del: 0.0 45.3 0.0 47.2 0.0 47.2 47.1 2.3 0.0 0.0 1.6 1.6 IncremntDel: 0.0 0.0 0.0 53.9 0.0 53.9 3.7 1.9 0.0 0.0 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 0.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00 Delay/Veh: 0.0 45.3 0.0 101.1 O.0 1.01.1 50.8 4.2 0.0 0.0 1.6 1.6 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 0.0 45.3 0.0 101.1 0.0 101.1 50.8 4.2 0.0 0.0 1.6 1.6 LOS by Move: A D A F A F D A A A A A HCM2kAvgQ: 0 0 0 4 0 4 1 18 0 0 4 4 *xW***************x*******x*x*W***x*x*****x*x*Wx*xxxx*Wx*xxxx*Wx*xxx***x*xxx***x Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Future+Approved+Cumulative+Mon Aug 17, 2015 13:25:55. Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.692 Loss Time (sec) : 8 Average Delay (sec/veh) : 21.7 Optimal Cycle: 47 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 24 45 42 904 44 182 148 1880 22 18 1241 705 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 24 45 42 904 44 182 152 1936 23 19 1278 726 Added Vol: 0 0 0 9 0 7 8 0 0 0 0 11 PasserByVol: 0 0 0 37 0 25 26 215 0 0 273 83 Initial Fut: 24 45 42 950 44 214 186 2151 23 19 1551 820 User Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 24 45 42 950 44 214 186 2151 23 19 1551 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 24 45 42 950 44 214 186 2151 23 19 15.51 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 24 45 42 950 44 214 186 2151 23 19 1551 0 ------------ --------------- --------------- --------------- --------------- Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.88 0.88 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.03 0.97 3.00 1.00 1.00 2.00 2.97 0.03 1.00 3.00 1.00 Final Sat. : 1805 1733 1617 5253 1900 1615 3502 5128 54 1805 5187 1900 ------------I---------------II---------------II-------------II--------------I Capacity Analysis Module: Vol/Sat: 0.01 0.03 0.03 0.18 0.02 0.13 0.05 0.42 0.42 0.01 0.30 0.00 Crit Moves: **** **** **** **** Green/Cycle: 0.04 0.04 0.04 0.26 0.26 0.26 0.09 0.61 0.61 0.01 0.53 0.00 Volume/Cap: 0.35 0.69 0.69 0.69 0.09 0.51 0.57 0.69 0.69 0.69 0.57 0.00 Uniform Del: 46.9 47.6 47.6 33.3 27.9 31.4 43.4 13.4 13.4 49.0 15.9 0.0 IncremntDel: 3.2 15.3 15.3 1.5 0.1 1.0 2.3 0.7 0.7 56.5 0.3 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 50.1 62.8 62.8 34.8 28.0 32.5 45.7 14.0 14.0 105.6 16.2 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 50.1 62.8 62.8 34.8 28.0 32.5 45.7 14.0 14.0 105.6 16.2 0.0 LOS by Move: D E E C C C D B B F B A HCM2kAvgQ: 1 3 3 10 1 6 3 16 16 1 11 0 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3�1 Future+Approved+Cumulative+Mon Aug 17, 2015 13:25:55 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) **x*******x*******x****x****x*xx****x*xx****x****x*xx*x**x*xx****x*x*x**xx*x*x** Intersection #8 Bayside Dr/Coast Hwy x***x***x***x***x***x*******x*W*****x*W*****x*W*****k*Wx****x*W****************x Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.813 Loss Time (sec) : 8 Average Delay (sec/veh) : 18.5 Optimal Cycle: 68 Level Of Service: 3 Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 11 0 0 1 0 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ --------------- --------------- --------------- I---------------I Volume Module: Base Vol: 362 16 45 26 8 37 33 2523 379 92 1402 31 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 362 16 45 26 8 37 34 2599 390 95 1444 32 Added Vol: 0 0 0 0 0 0 0 9 0 0 11 0 PasserByVol: 1 6 0 62 3 41 72 165 0 0 281 15 Initial Fut: 363 22 45 88 11 78 106 2773 390 95 1736 47 User Adj : 1.00 1.00 1.00 1.0.0 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: 363 22 45 88 11 78 106 2773 390 95 1736 47 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 363 22 45 88 11 78 106 2773 390 95 1736 47 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 1.00 FinalVolume: 363 22 45 88 11 78 106 2773 390 95 1736 47 ------------ ---------------II---------------II---------------II---------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.94 0.94 0.95 0.87 .0.87 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.66 0.11 0.23 1.00 0.12 0.88 1.00 3.00 1.00 1.00 3.89 0.11 Final Sat. : 4615 206 421 1805 204 1447 1805 5187 1615 1805 6707 181 ------------I--------------- --------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.08 0.11 0.11 0.05 0.05 0.05 0.06 0.53 0.24 0.05 0.26 0.26 Crit Moves: **** **** **** **** Green/Cycle: 0.13 0.13 0.13 0.07 0.07 0.07 0.13 0.66 0.66 0.06 0.59 0.59 Volume/Cap: 0.60 0.81 0.81 0.74 0.81 0.81 0.44 0.81 0.37 0.81 0.44 0.44 Uniform Del: 40.9 42.2 42.2 45.8 46.1 46.1 39.9 12.6 7.7 46.2 11.4 11.4 IncremntDel: 1.4 9.3 9.3 20.9 35.2 35.2 1.3 1.6 0.2 33.6 0.1 0.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 42.3 51.5 51.5 66.7 81.3 81.3 41.2 14.2 7.9 79.7 11.5 11.5 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 42.3 51.5 51.5 66.7 81.3 81.3 41.2 14.2 7.9 79.7 11.5 11.5 LOS by Move: D D D E F F D B A E B B HCM2kAvgQ: 5 8 8 4 5 5 3 23 5 5 8 8 **x*x***x***x*******x*******x*******x*******x*W*x***x*W*****x*W***x**+*********x Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Future+Approved+Cumulative+Mon Aug 17, 2015 13:26:14 Page 2-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #1 Riverside Ave/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.889 Loss Time (sec) : 6 Average Delay (sec/veh) : 20.6 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 ------------ ---------------II---------------II---------------II---------------I Control: Permitted Permitted Protected Protected Rights: Include Ovl Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 9 12 12 73 4 441 252 1583 13 38 2460 56 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 9 12 12 73 4 441 260 1630 13 39 2534 58 Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0 PasserByVol: 0 0 0 2 0 20 29 364 0 0 313 1 Initial Fut: 9 12 12 75 4 461 289 2001 13 39 2855 59 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 PRE Volume: 9 12 12 7.5 4 461 289 2001 13 39 2855 59 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 9 12 12 75 4 461 289 2001 13 39 2855 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: 9 12 12 75 4 461 289 2001 13 39 2855 59 ------------ --------------II---------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.90 0.90 0.90 0.75 0.75 .0.85 0.95 0.95 0.95 0.95 0.91 0.85 Lanes: 0.27 0.37 0.36 0.95 0.05 1.00 1.00 1.99 0.01 1.00 3.00 1.00 Final Sat. : 468 624 624 1344 72 1615 1805 3582 24 1805 5187 1615 ------------I---------------II---------------II-----------II--------------I Capacity Analysis Module: Vol/Sat: 0.02 0.02 0.02 0.06 0.06 0.29 0.16 0.56 0.56 0.02 0.55 0.04 Crit Moves: **** **** **** Green/Cycle: 0.14 0.14 0.14 0.14 0.14 0.32 0.18 0.77 0.77 0.03 0.62 0.62 Volume/Cap: 0.14 0.14 0.14 0.40 0.40 0.89 0.89 0.73 0.73 0.73 0.89 0.06 Uniform Del: 37.6 37.6 37.6 39.1 39.1 32.3 40.0 6.0 6.0 48.1 16.1 7.5 IncremntDel: 0.3 0.3 0.3 1.3 1.3 17.1 24.5 1.0 1.0 38.9 3.5 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 37.9 37.9 37.9 40.3 40.3 49.3 64.6 7.0 7.0 87.0 19.6 7.6 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 37.9 3.7.9 37.9 40.3 40.3 49.3 64.6 7.0 7.0 87.0 19.6 7.6 LOS by Move: D D D D D D E A A F B A HCM2kAvgQ: 1 1 1 3 3 17 12 18 18 1 28 1 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DRS ASSOC., OAKLAND,CA 3�3 Future+Approved+Cumulative+Mon Aug 17, 2015 13:26:14 Page 3-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) **x***************x*********x*x*****x*x*****xxx****xxxxx*x*xx**x*x*x*x*x*x*x***x Intersection *2 Tustin Ave/Coast Hwy **x*******x*******x*******x*x*W***x*x*W***x*x*Wx*xxxx+Wh*xxxx*Wx*xxx***x*x*x*+Mh Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.693 Loss Time (sec) : 6 Average Delay (sec/veh) : 5.0 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 ------------ ---------------II---------------II---------------II---------------I 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 1 0 0 0 0 0 1! 0 0 1 0 1 1 0 0 0 2 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 2 1 0 37 2 25 64 1607 5 0 2515 41 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 2 1 0 37 2 25 66 1655 5 0 2590 42 Added Vol: 0 0 0 0 0 0 0 7 0 0 8 0 PasserByVol: 0 0 0 0 0 0 0 365 0 0 315 0 Initial Fut: 2 1 0 37 2 25 66 2027 5 0 2913 42 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 1 0 37 2 25 66 2027 5 0 291.3 42 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 2 1 0 37 2 25 66 2027 5 0 2913 42 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 1 0 37 2 25 66 2027 5 0 2913 42 ------------ --------------II---------------II--------------II-------------- I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.86 0.86 1.00 0.77 0.77 .0.77 0.95 0.95 0.95 1.00 0.91 0.91 Lanes: 0.67 0.33 0.00 0.58 0.03 0.39 1.00 1.99 0.01 0.00 2.96 0.04 Final Sat. : 1087 543 0 844 46 570 1805 3601 9 0 5103 74 ------------I---------------II---------------II------------II--------------I Capacity Analysis Module: Vol/Sat: 0.00 0.00 0.00 0.04 0.04 0.04 0.04 0.56 0.56 0.00 0.57 0.57 Crit Moves: **** **** **** Green/Cycle: 0.06 0.06 0.00 0.06 0.06 0.06 0.05 0.88 0.88 0.00 0.82 0.82 Volume/Cap: 0.03 0.03 0.00 0.69 0.69 0.69 0.69 0.64 0.64 0.00 0.69 0.69 Uniform Del: 44.0 44.0 0.0 45.9 45.9 45.9 46.6 1.7 1.7 0.0 3.6 3.6 IncremntDel: 0.1 0.1 0.0 20.3 20.3 20.3 19.7 0.5 0.5 0.0 0.5 0.5 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Delay/Veh: 44.1 44.1 0.0 66.2 66.2 66.2 66.3 2.2 2.2 0.0 4.1 4.1 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 44.1 44.1 0.0 66.2 66.2 66.2 66.3 2.2 2.2 0.0 4.1 4.1 LOS by Move: D D A E E E E A A A A A HCM2kAvgQ: 0 0 0 3 3 3 2 9 9 0 13 13 *xW*******x*******x*******x*x*W***x*x*****x*x*Wx*xxxx*Wx*xxxx*Wx*xxx***x*xxx***h Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3j� Future+Approved+Cumulative+Mon Aug 17, 2015 13:26:14 Page 4-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) Intersection #7 Dover Dr/Coast Hwy Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.894 Loss Time (sec) : 8 Average Delay (sec/veh) : 24.5 Optimal Cycle: 97 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Ignore Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 16 32 50 840 49 136 123 1521 23 49 2579 1205 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 16 32 50 840 49 136 127 1567 24 50 2656 1241 Added Vol: 0 0 0 11 0 8 7 0 0 0 0 9 PasserByVol: 0 0 0 63 0 38 44 325 0 0 286 83 Initial Fut: 16 32 50 914 49 182 178 1892 24 50 2942 1333 User Adj : 1.00 1.00 1.00 1.0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 PHF Volume: 16 32 50 914 49 182 178 1892 24 50 2942 0 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 16 32 50 914 49 182 178 1892 24 50 2942 0 PCE Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 MLF Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 FinalVolume: 16 32 50 914 49 182 178 1892 24 50 2942 0 ------------ ---------------II--------------II-------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.95 0.86 0.86 0.92 1.00 0.85 0.92 0.91 0.91 0.95 0.91 1.00 Lanes: 1.00 1.00 1.00 3.00 1.00 1.00 2.00 2.96 0.04 1.00 3.00 1.00 Final Sat. : 1805 1641 1641 5253 1900 1615 3502 5113 64 1805 5187 1900 ------------I--------------- ---------------II---------------II---------------I Capacity Analysis Module: Vol/Sat: 0.01 0.02 0.03 0.17 0.03 0.11 0.05 0.37 0.37 0.03 0.57 0.00 Crit Moves: **** **** **** **** Green/Cycle: 0.03 0.03 0.03 0.19 0.19 0.19 0.06 0.64 0.64 0.05 0.63 0.00 Volume/Cap: 0.26 0.57 0.89 0.89 0.13 0.58 0.89 0.58 0.58 0.5.8 0.89 0.00 Uniform Del: 47.1 47.6 48.1 39.3 33.3 36.5 46.9 10.1 10.1 46.6 15.4 0.0 IncremntDel: 2.2 5.5 60.6 10.2 0.2 2.7 36.1 0.3 0.3 9.1 3.6 0.0 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay 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 Delay/Veh: 49.3 53.1 108.7 49.4 33.5 39.2 83.0 10.4 10.4 55.6 19.0 0.0 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 49.3 53.1 108.7 49.4 33.5 39.2 83.0 10.4 10.4 55.6 19.0 0.0 LOS by Move: D D F D C D F B B E B A HCM2kAvgQ: 1 2 4 13 1 6 3 12 12 1 28 0 Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA 3�� Future+Approved+Cumulative+Mon Aug 17, 2015 13:26:14 Page 5-1 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Level Of Service Computation Report 2000 HCM Operations Method (Future Volume Alternative) **x*******x*******x****x****x*xx****x*xx****x****x*xx*x**x*xx****x*x*x**xx*x**** Intersection #8 Bayside Dr/Coast Hwy x***x***x***x***x***x*******x*W*****x*W*****x*W*****k*Wx****x*W****************x Cycle (sec) : 100 Critical Vol./Cap. (X) : 0.863 Loss Time (sec) : 8 Average Delay (sec/veh) : 22.8 Optimal Cycle: 84 Level Of Service: C Approach: North Bound South Bound East Bound West Bound Movement: L - I - R L - T - R L - T - R L - T - R ------------ ---------------II---------------II---------------II---------------I Control: Split Phase Split Phase Protected Protected Rights: Include Include Include Include Min. Green: 0 0 0 0 0 0 0 0 0 0 0 0 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 0 1 0 1 0 3 0 1 1 0 3 1 0 ------------ ---------------II---------------II---------------II---------------I Volume Module: Base Vol: 460 25 41 33 23 54 45 1954 485 69 3033 35 Growth Adj : 1.00 1.00 1.00 1.00 1.00 1.00 1.03 1.03 1.03 1.03 1.03 1.03 Initial Bse: 460 25 41 33 23 54 46 2013 500 71 3124 36 Added Vol: 0 0 0 0 0 0 0 11 0 0 9 0 PasserByVol: 3 6 0 98 7 so 71 286 2 0 265 30 Initial Fut: 463 31 41 131 30 134 117 2310 502 71 3398 66 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: 463 31 41 131 30 134 117 2310 502 71 3398 66 Reduct Vol: 0 0 0 0 0 0 0 0 0 0 0 0 Reduced Vol: 463 31 41 131 30 134 117 2310 502 71 3398 66 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: 463 31 41 131 30 134 117 2310 502 71 3398 66 ------------ --------------II--------------II--------------II--------------I Saturation Flow Module: Sat/Lane: 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Adjustment: 0.92 0.95 0.95 0.95 0.88 .0.88 0.95 0.91 0.85 0.95 0.91 0.91 Lanes: 2.69 0.13 0.18 1.00 0.18 0.82 1.00 3.00 1.00 1.00 3.92 0.08 Final Sat. : 4695 241 319 1805 305 1361 1805 5187 1615 1805 6764 131 ------------I--------------- --------------- --------------- I---------------I Capacity Analysis Module: Vol/Sat: 0.10 0.13 0.13 0.07 0.10 0.10 0.07 0.45 0.31 0.04 0.50 0.50 Crit Moves: **** **** **** **** Green/Cycle: 0.15 0.15 0.15 0.11 0.11 0.11 0.08 0.60 0.60 0.05 0.58 0.58 Volume/Cap: 0.66 0.86 0.86 0.64 0.86 0.86 0.86 0.74 0.51 0.74 0.86 0.86 Uniform Del: 40.2 41.6 41.6 42.3 43.5 43.5 45.7 14.1 11.4 46.6 17.6 17.6 IncremntDel: 2.1 12.0 12.0 6.5 31.1 31.1 39.7 0.9 0.5 25.5 2.1 2.1 InitQueuDel: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Delay Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Delay/Veh: 42.3 53.6 53.6 48.8 74.6 74.6 85.4 15.1 11.9 72.2 19.7 19.7 User De1Adj: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 AdjDel/Veh: 42.3 53.6 53.6 48.8 74.6 74.6 85.4 15.1 11.9 72.2 19.7 19.7 LOS by Move: D D D D E E F B B E B B HCM2kAvgQ: 6 10 10 5 8 8 4 18 9 4 27 27 **x*x***x***x*******x***************x*******x*W*****x*W*****x*W*******W********* Traffix 8.0.0715 (c) 2008. Dowling Assoc. Licensed to DKS ASSOC., OAKLAND,CA Attachment No. PC 7 Acoustical Report and Memorandum V� Q� `-� �,P �� P ,`�O �� g NEWSON �I BROWN ACOUSTICS LLC October 291h, 2015 Bo Glover Executive Director Environmental Nature Center 1601 16th Street Newport Beach, CA 92663 Subject: ENC Pre-School Exterior Sound Impact on Neighboring Properties Dear Bo, Please refer to our report dated October 1 s', 2015, for a detailed description of our noise study at the future ENC Pre-School property. This report addresses the updated site plan (attached) for the future ENC Pre- School and should be read as a follow-up to our previous report that documents the sound impact on the neighboring properties due to children playing outside. The proposed sound barrier and installation conditions should bring the noise impact on the neighboring property to be in compliance with the Newport Beach Community Noise Control Code (Chapter 10.26.025). Referring to the updated site plan, we understand that that there is a 14' sound buffer on the ENC Pre- School site that prevents children from playing within 14' of the property line and the wall /fence that acts as a sound barrier. We understand that the wall/fence will be 6' in height and will weigh 4.86 psf, which is greater than our recommended minimum of 4psf. Please see the fence detail, attached. This report confirms that sound transfer from the ENC Pre-School to the neighboring residential properties will meet the Newport Beach Community Noise Control Code provided that the described barrier and recommendations are incorporated into the project design. We trust that this is adequate for your current needs. Please do not hesitate to contact us if you have any further questions. Yours Sincerely, Newson Brown Acoustics, LLC �_17 1477 Brad Sliga Ian Boorer Acoustical Consultant Principal Appended: Updated Site Plan Proposed Sound Barrier CC: Deryl Robinson —Griffin Structures Inc. 14-205 F:\Datafiles\PROJ\ENC Nature Pre-School\rpt3 exterior sound.docx 2001 Wilshire Boulevard,Suite 301,Santa Monica,CA 90403, USA t:310.829.6343 www.newsonacoustics.conn f:310.829.9112 3�� •,, �-.� ; � : : -®o-� t � �_-�_ � � � � � ] 6< - ��^��J- ��---� §- t< © . � - c -- - - -- � e : � �� y� ° /f2 / : �a. �\ / . . \ Z z � � � ` ��^�_ � _ � �/ / � �y \ y\ «�� z _ . � . . .2 ' ® � ^ © ��. . z Z » ��=�� ; ° �°� / / / __ -�y� � � \ \rte ��z z Z ��? �® � �� ! Z z ��»� � y d. » 2 / ��\®« >� \ < / / / / 9 w �. . § � . ��\�x�� Z � ��. � z / ! } �%��/ ; ! � �� 2 �� ) \ ( �.� � k % ---- �$\ �!A, �\6! \� NOTS (TREx ONLY) IX6 TREX SELECT SERIES SOl1ARE BOARD WEIGFS 223 LBS/LF. CALCULATED WEIGHT PER sODARE Eoor Is ae6 !Ps. PRESSURE TREATED 4X4 WOOD POST 4'-0O.C. OLEO i 1%6 SELECT COMPOSITE / EXISTING SLOPE DECKING 60ARO BY TREX FINISH !/ FINISH GRADE Y' wipeCURBCONTINUOUS 2-0' �4"/ �cONCRETEcuea FINIS- SURFACE TCP OF CURB 4" CONCRETE 'v" DITCH -' CONCRETE FOOTING BEYOND L----J SITE FENCE SECTION 1° - 1'-0' Environmental Nature Center Preschool SRI NEWSON �I BROWN ACOUSTICS LLC October 1st, 2015 Bo Glover Executive Director Environmental Nature Center 1601 16t1 Street Newport Beach, CA 92663 Subject: ENC Pre-School Exterior Sound Impact on Neighboring Properties Dear Bo, A site visit was made to the existing Environmental Nature Center,which was being used for summer camp, and the future ENC Pre-School site on July 29th, 2015.The purpose of this visit was to obtain sample sound levels generated by children playing outdoors and ambient/background sound levels at the future ENC Pre- School site. These measurements were then used to show that the future ENC Pre-School should not impact the neighboring residential properties provided a 6 ft.tall solid barrier is constructed along the entire length of the southern property line of the future ENC Pre-School site and that outdoor activities do not occur within 14 ft. of the property line. This report presents our findings. 1 PROJECT OVERVIEW We understand that the future ENC Pre-School will be located in close proximity to neighboring single family residential properties. It is our understanding that the ENC Pre-School will have operational hours between 7:00 AM and 6:00 PM. We also understand that although 72 children will be the total amount of students outside at the ENC Pre-School at any given time, the group will be split based upon a student to teacher ratio of 12 to 1. We understand that the only time when the 72 children will be outside as a singular group is during an assembly where we expect that the students will be relatively quiet and not behaving in a recess-like manner. Therefore, we do not expect that the full sound impact of the combined 72 children will be representative for this study and we have therefore based our study upon groups of approximately 20 children which is what we observed at the existing Environmental Nature Center. Additionally, we understand that a 14' offset line from the property line will be included for an access path and that all recess areas will be north of this line. 2 CRITERIA The Newport Beach Community Noise Control Code (Chapter 10.26.025) includes noise standards that are relevant to this project. Below is an excerpt from the Code: A. The following noise standards, unless otherwise specifically indicated, shall apply to all property within a designated zone: Allowable Exterior Noise Level(Equivalent Noise Level, Leq) Noise Zone Type of Land Use 7 AM to 10 PM 10 PM to 7AM 1 Single-, two-or multiple-family 55 dB(A) 50 d8(A) residential 11 Commercial 65 dB(A) 60 dB(A) 111 Residential portions of mixed-use 60 d8(A) 50 d8(A) properties IV Industrial or Manufacturing 70 dB(A) 70 dBIA) 2001 Wilshire Boulevard,Suite 301,Santa Monica,CA 90403, USA t:310.829.6343 www.newsonacoustics.com f:310.829.9112 382 Page 2 If the ambient noise level exceeds the resulting standard, the ambient shall be the standard. B. It is unlawful for any person at any location within the incorporated area of the City to create any noise, or to allow the creation of any noise on property owned, leased, occupied or otherwise controlled by such person, which causes the noise level when measured on any other property, to exceed either of the following: 1. The noise standard for the applicable zone for any fifteen-minute period; 2. A maximum instantaneous noise level equal to the value of the noise standard plus twenty (20) db(A) for any period of time (measured using A-weighted slow response). C. In the event the ambient noise level exceeds the noise standard, the maximum allowable noise level under said category shall be increased to reflect the maximum ambient noise level. The section of the above table highlighted in yellow is the allowable exterior noise level at the neighboring residential properties due to sounds generated by the future ENC Pre-School. 3 EXTERIOR SOUND MEASUREMENTS 3.1 Outdoor Activity Sound Measurements During our visit to site, sample sound measurements of children playing were conducted at the existing Environmental Nature Center which was being used for summer camp. These outdoor activities consisted of groups of approximately 20 children involved in typical recess-like behavior. The microphone was held approximately 15' away from the edge of the group. Ambient measurements were then conducted at the future ENC Pre-School site as shown in Figures 1 and 2, below. Please refer to Table 1, below, for our measurement results. `7 Figure 1 -Microphone Location 383 Page 3 Table 1 - Measurement Results Measurement Sound Pressure Level (A-Weighted) ENC Pre-School Ambient 55.4 dB(A) Leq Group of Approximately 20 Children 68.6 dB(A) Le Group of Approximately 20 Children 80.2 dB(A) Lmax Leq: The steady-state energy level equal to the energy content of the time varying sound source and is typically used to describe the"average" sound level. Lmax: The maximum or peak sound level measured during the measurement period. Please note that our measured ambient level was slightly higher than the noise standard defined in the Code. Therefore, we have used 55 dB(A) noise standard from the Code as the allowable exterior noise level. 4 SOUND REDUCTION ANALYSIS To obtain representative sound levels at the receiving residential locations, we used our sound measurements of a group of approximately 20 children during recess-like activities as our sound level for each source location. The source locations, shown in Figure 2 and described in Table 2, were chosen to cover the most critical positions that the children may be located in terms of impact on the neighboring properties. Table 2 - Description of Analysis Locations Locations Descriptions Source 1 Northern edge of ENC property line Receive 1 At residential property Source 2 At offset line located 14'from southern edge of ENC property line Receive 2 At residential property Source 3 Northern edge of ENC property line Receive 3 Near northern edge of residential property line Source 4 At offset line located 14'from southern edge of ENC property line Receive 4 Northern edge of residential property line 3 g4 Page 4 f Source I let r Ambient Source 2 _ - Measurement Location Source 4 ' 14'OFFSET LINE FROM PROPERTY LINE FOR PROPOSED ACCESS PATH.ALL PLAY AREAS TO BE NORTH OF THIS LINE.(APPROXIMATE) Receive 4 Receive 3 Receive 1 Receive 2 Figure 2 -Source and Receiver Locations (Image Courtesy of Google Maps) To obtain the receiver sound levels at the neighboring property lines and on the neighboring properties themselves, we have adjusted our measured sound levels of approximately 20 children to account for distance loss (the sound reduction due to increased distance between the source and the receiver) in addition to a barrier loss where the distance loss alone did not contribute sufficient sound attenuation to meet the noise standards included in the Code. The results can be seen in Table 3, below. Table 3 - Sound Impact on Neighboring Property(Leq of approximately 20 Children) Sourcel Approximate Nosie Barrier? Source Receive Compliant Receive Distance Standard (Y/N) Level Level w/Code? (Y/N) 1 190 ft. 55 dB(A) N 68.6 dB(A) 46 dB(A) Y 2 105 ft. 55 dB(A) N 68.6 dB(A) 52 dB(A) Y 3 115 ft. 55 dB(A) N 68.6 dB(A) 51 dB(A) Y 4 20 ft. 55 dB(A) Y 68.6 dB(A) 55 dB(A) Y Subsequently, we have taken our measured Lmax sound level for the sample of approximately 20 children and adjusted these sound levels to account for distance loss in addition to barrier loss where the distance loss did not contribute sufficient sound attenuation to meet the noise standards included in the Code. Please See Table 4, below. 325 Page 5 Table 4 -Sound Impact on Neighboring Properties (Lmax of approximately 20 Children) Source/ Approximate Nosie Barrier? Source Receive Compliant Receive Distance Standard (YIN) Level Level N/Code? (YIN) 1 190 ft. 75 dB(A) N 80.2 dB(A) 58 dB(A) Y 2 105 ft. 75 dB(A) N 80.2 dB(A) 63 dB(A) Y 3 115 ft. 75 dB(A) N 80.2 dB(A) 62 dB(A) Y 4 20 ft. 75 dB(A) Y 80.2 dB(A) 67 dB(A) Y 5 RECOMMENDATIONS Although some locations of the ENC Pre-School property where outdoor activities may occur are far enough away from the adjacent properties to have sufficient sound attenuation to meet the noise standards included in the Code, we note that there are locations where the distance between the source and the receiver may be as close as 20 ft.and as a result we anticipate that the noise standards would be exceeded without some form of screen or barrier along the southern property line.Therefore we recommend that a 6 ft. tall screen is constructed that spans the entirety of the southern property line and that outdoor activities do not occur within 14 ft. of the property line. The barrier should be constructed from an impervious material weighing at least 4 psf. Stucco on frame or metal panels would be acoustically acceptable. The barriers should be free from gaps at the base and where any joints occur in the construction of the barrier. All penetrations through the enclosures should be thoroughly acoustically sealed. 6 CONCLUSION This report confirms that sound transfer from the ENC Pre-School to the neighboring residential properties will meet the Newport Beach Community Noise Control Code provided that the above barrier recommendations are incorporated into the project design and that outdoor activities do not occur within 14 ft. of the property line. We trust that this is adequate for your current needs. Please do not hesitate to contact us if you have any further questions. Yours Sincerely, Newson Brown Acoustics, LLC Brad Sliga Ian Boorer Acoustical Consultant Principal 14-205 F:\Datafiles\PROD\ENC Nature Pre-School\rptl exterior sound study revised.docx S20 Attachment No. PC 8 Project Plans 3g� V� Q� `-� �,P �� P ,`�O �� g� C.W154)9 Me 110.GCO.VnpaRw G O G Environmental Nature Center Preschool 745 Dover Dr. Newport Beach, CA 92663 O*C CONDITIONAL USE PERMIT PLANNING COMMENTS CITY OF NEWPORT BEACH 11 23, 2015 rvo�san u. wrce.»uvru.. _ MO _ Rill ruuumr�saawurtwo r.euunns � — ncvmr�u. q ��II I LII Sui]: PA3%SOIY .c o.i+W ws NMEwn¢x¢ N.oi¢ NLLLvmet mruO.o-1rt 1B1eE �• _ o--�- :mss—�=, r-.�s._�•- IL�jIILI.i ILLI - _ ,.tea._�xn-'. -:.:•�.:�a ;ii:�!'!IP IIII�! -- illlli I{lih i!!ol� �_- PP30150iB .V+One NO PC S�P,epY Wn. to�� /g,� s • •V BO" "db je'(F////�/ 1 � '� r�� ` m e a ,..illllim � I 524[]w� =OS III,IIII°I Ip I II I I.I LOT V le �re e.5e.�5 w,.u, wNw. 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Irunno» -.. wKe.^•wart {Ij 1 I oll 1161 I I 13:3 -- (utl r m � ca —.—.—.. -- m. ®� e -----'-'--'-+i® ®� 11111 Ili,u i�ll�� m r _ Q4J r me ®as _ _ m �✓Y1}� 'iJ1� � rm ®- 'Am mxv�u ------------ �;a��rlr �p• alliNlidi i�III� m. i .m Planning Commission Item • 4a: Additional Materials Presente• at Me ting nigninmegtal •• (PA2015- )79) Environment • Nature Preschool 111 ,r. 1.3 is Minor Use Permit No. UPzoiS-ozo and Traffic Study No. TSzoiS-ooi �t` Planning Commission Public Hearing ��-7r , January zs, zoi6 Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting 44 79) Introduction B a ■ ENC Preschool ■ Minor Use Permit No. UP2015-020: Development of a 6,498-square-foot preschool/general day care center . ■ Traffic Study No. TS2015-001: ATraffic Study is also required due to the projected increase in vehicle trips resulting from the proposed project pursuant to the City's Traffic Phasing Ordinance. 745 Dover Drive - North of Cliff Haven Community along western portion of Dover Drive 07/13/2022 Community Development Department-Planning Division a Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting py 79) Vicinity Map `c+4soa"d ab F. ,i✓' Subject Property r ` rE o ' ,• E ER k pE E!y 16 14, 71 A 4 o y. � ... A .M._ Planning Commission Item • 4a: Additional Materials Presented • 79) Site P oto-View southeast •�� e � • Planning Commission Item • 4a: Additional Materials Present' 79) Site Photo- iew south S yw Planning Commission Item • 4a: Additional Materials Present' 79) Site Photo - wes�� rM� G �►`; �'.::' t.,� �• �;, , i it �' '� ` y � .. �. - ♦ tip' : �� -_� Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at ting 79) Site Photo-View north J ,r i Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting py 79) O� 7-7 r C4•aM1�• �J - -- - -j =4 e Planning Commission - January 21, 2016 Item • 4a: Additional Materials Presented at ting 79) 11 \Ij Q! ------------ --------4---- 07/13/2022 9 Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting 79) ROM Imp x y 3„ rL - 1�' Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting 79) Acoustical Analysis ■ City Standard is 55 dB(A) Leq & 75 dB(A) Lmax. ■ Project projected to generate 68.6db(A) Leq & 80. 2 dB(A) Lmax at a distance of 15 feet. ■ Reduced to 55dB(A) Leq and 67 dB(A) Lmax at the residential properties under the following parameters: • Max. 20 children in a recess/free play setting • 14-foot access road for separation between noise source and adjacent residential properties • 6-foot tall Trex* fence along the southern property line adjacent to residences *High performance composite decking material made from 95% recycled materials with a protective shell and wood grain. 07/13/2012 Community Development Department-Planning Division u Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting py 79) O� r C4saM1�' �J / - - _ - -- - / - -- --- -- - =T Max. 20 children at play r / 40 / neo x :o. Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting 79) Traffic Study 315 Average DailyTrips triggers TPO 57 morning peak hour trips 58 evening peak hour trips Nine intersections studied . All intersections are expected to operate at an acceptable level or service. Project is expected to be completed in 2017. If not completed within 5 years, a new traffic study is required . 07/13/2012 Community Development Department-Planning Division 13 Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting 79) Recommendatione ■ Conduct a public hearing * Adopt the draft resolution : Approving the requested preschool/general day care minor use permit and traffic study. 05/21/2025 Community Development Department-Planning Division 14 Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting 79) CEQA Reviewe ■ The project is categorically exempt under Section 15332, of the California Environmental Quality Act (CEQA) Guidelines - Class 32 (Infill) . ■ The proposed project involves the development of a new preschool in a developed area that is adequately served by existing infrastructure, which is within the thresholds identified in CEQA Guidelines Section 15332. 05/21/2025 Community Development Department-Planning Division 15 Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting 79) Next Steps ee r �ti.onaJ ■ CUP will supersede UP0271 and UP3225, and their subsequent amendments. ■ If final action is taken, appeal period expires Thursday, February 4, 2016. If no appeal, applicant may proceed to final design, permitting and construction . 05/21/2025 Community Development Department-Planning Division 16 Planning Commission Item • 4a: Additio 79) y i For more information contact: Makana Nova,Associate Planner 949-644-3249 mnova�a newportbeachca.gov www.newportbeachca.g ov Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting 79) e Background ■ 1956 : UP0271, 36-bed convalescent home . L 1987: UP3225 and UP3225 (amended), 24-jhour care 34- bed disturbed children's care facility. ■ 2007: existing building demolished, site is currently vacant. 07/13/2022 Community Development Department-Planning Division A Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting 4 79) OrE��9 Project • . , . aO® A 6,498-square-foot preschool/general day care center: • Classrooms and administrative offices • 72 students and so staff members Hours from Too a.m. to 6:oo p.m., Monday through Friday. 25-space surface parking lot and landscaped areas on a 1.25-acre vacant lot. 07/13/2022 Community Development Department-Planning Division 19 Planning Commission - January 21 , 2016 Item No. 4a: Additional Materials Presented at Meeting 79) Project Rendering �J limp 1 Planning Commission - January 21, 2016 Item No. 4a: Additional Materials Presented at Meeting 79) ■ n 1 0 c° 6 I 1 J e y �1 f � A E By bjHJ!IH •l� Planning Commission - January 21, 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) jL 7M- ,I�liw�*roi 41F IF 7 *Av 11�111 ...4 �h 7 10 11,—1 J *I*116t,*"In Y 1, !'46 41 4", Awl l'"'I � L -� - -F1, tw! F IrA V 4114kiiEL V —OF 1 5114 4�4 =,ki,6,1* 44i II 1� j4k'�� -hl Wi` 791.0l qli4=-6 *l- l I DIW 7K� I�Fjjjll- qF a 411" f;6 IF AWL +1I f e FI MPI 7AU 11 W ii r ITT, -7 enc iuiT- #jr -+, -4,11cl 11' _011 + :'F FI I I�1:��, F'F 7-': �T:l 11A 001 *I1w1++*&:# 11 *+14:IA+r II *1l uui.. ml+I*iiielka I 11W w *141c*41]r FIFMI'l 0 _9 in'l i�l l W� -F I I, ll�h 11*41w,Will 41 NO 1!+ LIL 'l ;-I I 1�1 1 .1121-12 4,41 #1 1�61160411`, A 4k Ilil, ill W: Planning Commission EnvironmentalItem No. 4b: Additional Materials Presented at Meeting •• (PA2015-079) SCHOOLHIGH � 4 RESIDENTIAL NEIGHBORHOOD PARK e. noc Planning Commission - January 21, 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Project Summary •PreschoollGeneral Day Care Center •Approximate Student Enrollment — 72 *Staff Members — 10 *Hours Of Operation 7:00 a.m. to 6:00 p.m. ` *Vacant Lot Area — 1.25 Acres •Building Area — Approx. 6,500 SF •Outdoor Play Area — Approx. 37,000 SF *Surface Parking Lot — 25 Spaces a' *Class 32 CEQA Exemption " Pursuing Ir.EED Platinum Certification �, enc Planning Commission Item • •: Additional Materials Present' Environmental •• throughkt L. - "To provide quality early childhood education . • experience /4'e//�/�' r�' ✓ .r��A:N e4lCi+�� IF' �'P.'` y_ .1 � �..- ._ �,�� ,� ft� '+_ � Iy,. Planning Commission - January 21 , 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Mission Statement WHERE WE LEARN MATTERS AW Through play, children acquire social, cognitive and physical skills Educating the whole student "To provide quality early childhood education Learning through hands-on experience with nature." q9l z �Y w� "4;'. 4 . a �, enc Planning Commission - January 21, 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Illustrative Site Plan F G �! B / 7; - 0. -. '4 D " LEGEND F— cI A A Parking Area J J _L - B Classroom Bldg "t SSSiii - C Administration Bldg D Covered Breezeway E Joshua Tree Play Area F Yosemite Play Area G Sequoia Play Area �, enc Planning Commission - January 21, 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Site Characteristics / G _ F c j .-. p. .I C ") <.. _ A LEGEND A Remove/Replace Trees B 6'High Noise Fence C Play Areas .r .�A D Easement Access \. E Remove Trees (10) F Shared Access Easement D I G 6'Solid Perimeter Fence jj &, TV enc Planning Commission - January 21, 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Consistency With General Plan ZONE CO-G (GENERAL COMMERCIAL OFFICE) *Serves neighborhood and city *Provides day care and sustainability of natural resources •"In fill" can be served by existing infrastructure *Complements existing type and character of nearby development &, Vy enc Planning Commission - January 21, 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Parking _ OCCUPANCY . Maximum Occupants 148 -r PARKING TABULATIONS 1 Per 7 Occupants a 1 Required 22 Provided 25 a Drop-off and pick-up staggered through the morning and afternoon 17 hours to ensure sufficient parking % Y en Planning Commission - January 21, 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) S enec 1 ' 1 Y � a e Planning Commission - January 21 , 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Neighborhood Consistency *Landscape areas will serve as buffer *Single story building *Trash enclosure within the building 06-foot high fence along the southerly and northerly property line • Play areas located to meet noise standards a �, en(,,, c Planning Commission - January 21 , 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Neighborhood Outreach •Individual meetings were held with 3 of the 4 adjoining neighbors •A neighborhood reception was held to which all nearby neighbors were invited *Photos were taken of the interface between the adjoining properties and the preschool site *Discussions were held regarding proposed use and the need to construct the new fence along the actual property line a �, en(,,, c Planning Commission - January 21 , 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Project Summary •Licensed Pre-school Facility •Anticipated Student Enrollment — 72 •Staff Members — 10 • Building Area — Approximately 6,500 Square Feet •Outdoor Play Area — Approximately 37,000 Square Feet •Removal Of Non-Native Parkway Trees and Replacement With Natives' •Removal Of Non-Native Trees In Easements •No Permanent Irrigation System •Request Approval Of CUP and CEQA Exemption a �, enc Planning Commission0 EnvironmentalItem No. 4b: Additional Materials Presented at Meeting •• (PA2015-079) •�Y�y I I _ 1 . hank You ! Planning Commission - January 21, 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Zone OG (Office General) Lot size 5,000 square feet minimum for newly 54,348 square feet, 1.25 acres (pre-existing legal created lots lot Setback (Front) 0 feet 70 feet Setback (Side) 0 feet abutting commercial 26 feet 9 inches abutting commercial to north 5 feet min. abutting residential 23 feet 7 inches abutting residential to south Setback (Rear) 0 feet 145 feet abutting public facilities to west Height 32 feet for flat roofs or parapet walls 22 feet 8 inches to ridge of sloped roofline 37 feet for sloped roofs Floor Area Ratio 0.50 FAR (27,174 square feet) 0.12 FAR (6,498 square feet) Parking Day Care-General 1 per 7 occupants 25 spaces total base on maximum occupancy allowed = 22 spaces Solid Waste and 24 square feet refuse 271 square feet total Recyclable 24 square feet recycling Materials 48 square feet total &, V enc Planning Commission - January 21 , 2016 Item No. 4b: Additional Materials Presented at Meeting Environmental Nature Center Preschool (PA2015-079) Zone CO-G (General Commercial Office) Parking Lot • Setback and open areas landscaped Complies Landscaping • 5-foot-wide perimeter landscaping adjacent to right-of-way • 5-foot-wide landscaped buffer adjacent to residential • 1 tree/30 sf of landscaped area • 1 tree/5 parking spaces • 6-foot-high wall to buffer residential General Day Care • Minimum lot size of 10,000 sf • Lot size: 54,348 sf Facilities • Minimum setback of 30 feet between main • 26-foot separation to administration assembly building and residential zoning building and greater than 30 feet provided district to the classroom building • 75 square feet of play area per child, • More than 5,400 square feet of outdoor minimum 450 square feet play areas are provided at the rear(37,026 • Outdoor play area may not be in front yard square feet of landscaped area provided) • A four-foot high fence shall enclose an • A minimum 6-foot high fence provided outdoor play area around all outdoor play areas • Outdoor activities permitted between 7:00 • Preschool hours of operation are from a.m. and 7:00 p.m. 7:00 a.m. and 6:00 p.m. &, e r: c