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Home My WebLink About12 - Newport Beach Junior Lifeguard BuildingQ SEW Pp�T CITY OF z NEWPORT BEACH c�<,FORN'P City Council Staff Report March 9, 2021 Agenda Item No. 12 TO: HONORABLE MAYOR AND MEMBERS OF THE CITY COUNCIL FROM: David A. Webb, Public Works Director - 949-644-3311, dawebb@newportbeachca.gov PREPARED BY: Peter Tauscher, Senior Civil Engineer, ptauscher@newportbeachca.gov PHONE: 949-644-3316 TITLE: Resolution No. 2021-20: Newport Beach Junior Lifeguard Building — Approval of Conceptual Design, Fundraising Memorandum of Understanding and Exemption Pursuant to Section 20.10.040(A) of NBMC ABSTRACT: After many working sessions with the Fire Department's Lifeguard Division, the Recreation and Senior Services Department, and the Newport Beach Junior Lifeguard Foundation (NBJGF), the Public Works Department and the consulting design team developed a revised concept plan for a new Junior Lifeguard building to be located in the A Street parking lot south of the Balboa Pier. Staff requests City Council review and approval of the revised conceptual floor plan and the building's exterior architectural style, the environmental document, the overall project cost estimate, and the proposed Memorandum of Understanding between the City of Newport Beach (City) and the NBJGF regarding its funding commitment. Staff also requests City Council approval to proceed with preparing the Coastal Development Permit application and the final construction documents, and for obtaining construction bids. RECOMMENDATION: a) Conduct a public hearing; b) Find this project exempt from the California Environmental Quality Act (CEQA) pursuant to Section 15332 (In -Fill Development Projects) of the California Code of Regulations, Title 14, Division 6, Chapter 3 and CEQA Guidelines, because this project has no potential to have a significant effect on the environment; c) Review and approve the conceptual design and project cost estimate; d) Review and approve the Memorandum of Understanding (MOU) between the City of Newport Beach and the Newport Beach Junior Lifeguard Foundation related to fundraising for the Junior Lifeguard Building; 12-1 Resolution No. 2021-20: Newport Beach Junior Lifeguard Building — Approval of Conceptual Design, Fundraising Memorandum of Understanding and Exemption Pursuant to Section 20.10.040(A) of NBMC March 9, 2021 Page 2 e) Adopt Resolution No. 2021-20, A Resolution of the City Council of the City of Newport Beach, Exempting the Junior Lifeguard Building and Recreation Facility from Development Standards Applicable to Projects in the PF (Public Facilities) and PR (Parks and Recreation) Zoning District in Accordance with Section 20.10.040 (Applicability of Zoning Code) of the Newport Beach Municipal Code for the Property Located at 901 East Ocean Front (PA2019-124); and f) Direct staff to proceed with preparing and submitting the Coastal Development Permit application package; completing final Junior Lifeguard Building construction documents, and obtaining bids for construction. FUNDING REQUIREMENTS: Building Project Cost The estimated Junior Lifeguard Building all -in project cost (design, construction, incidentals) is $4,900,000 as itemized below: Project Design (Architect, Geotechnical, Survey) Incidentals (Utilities, FF&E, Testing) Facility Construction Estimate (9/20/20) Construction Contingency (10 percent) Estimated Overall Project Cost $ 450,000 $ 160,000 $ 3,900,000 $ 390,000 $ 4,900,000 The current budget in the City's Facilities Financing Plan (FFP) includes a City contribution of $2,050,000 from the General Fund. Pursuant to the proposed MOU agreement (Attachment E), the NBJGF will fundraise and provide $1,750,000 toward construction costs for a total of $3,800,000, leaving a funding gap of $1,100,000. To offset this increased City funding commitment, staff is proposing to remove the Junior Lifeguard Program fee subsidy, which is currently $129 per participant. This would increase the fee to $856, beginning with the 2022 Summer Program. The removal of the fee subsidy is also up for City Council consideration on March 9, 2021 as part of the City's annual update to user fees. The funds generated from the higher fees will be allocated to the FFP Fund over the next six to seven years, which will offset the additional $1,100,000 in project costs. The City Council has also agreed to provide funding for the offsite parking lot modifications. Parking lot modifications to the Balboa Pier Main Lot, A Street Lot and B Street Lot will be made to accommodate the lost parking stalls in the A Street Lot due to the proposed building location, resulting in no lost parking. The estimated design and construction cost for the parking lot improvements is $400,000 (which is not included is the all -in building cost estimate above) and will be proposed in a separate capital project in the FY 2022-23 Budget. 12-2 Resolution No. 2021-20: Newport Beach Junior Lifeguard Building — Approval of Conceptual Design, Fundraising Memorandum of Understanding and Exemption Pursuant to Section 20.10.040(A) of NBMC March 9, 2021 Page 3 Maintenance and Operation Cost Estimate Staff estimates that the annual maintenance and operation cost (supplies, janitorial, utilities, minor maintenance, etc.) of the new Junior Lifeguard Building will be approximately $150,000. Recreation and Senior Services Department staff costs will be an additional $15,000 (Fire Department staff costs are accounted for in the Junior Lifeguard program participant fee). The cost of the temporary facility is approximately $55,000 per year. This facility would be permanently removed upon the completion of the new building, and the $55,000 historically budgeted for the Junior Lifeguard facility would continue to be applied toward the maintenance and operation of the new facility. When the new facility is not being used by the Junior Lifeguard program, the Recreation and Senior Services Department would use it for Recreation programming and facility rentals. Staff anticipates this programming would generate approximately $50,000 per year in revenue. With the $55,000 already budgeted, and an anticipated $50,000 generated by Recreation programming and rentals, staff anticipates the net increased cost to the General Fund for the maintenance and operation of the new building would be $60,000 per year. DISCUSSION: Background The Newport Beach Junior Lifeguard program was established in 1984 and quickly grew to become one of the City's most popular youth education programs. The program now employs about 60 instructors and averages over 1,350 participants each summer. Several current lifeguards and permanent staff members started their lifeguarding experience as junior lifeguards. The current, temporary facility consists of a 2,160 -square - foot modular trailer system that has no water or sewer connections. At the April 9, 2019 City Council Study Session, staff presented the Junior Lifeguard Building project, providing a program history, possible future building locations, building restrictions/options, preliminary building concepts, overall project cost estimates, and NBJGF's proposed fiduciary commitment. At the meeting, the NBJGF vouched $1,250,000 toward the cost of construction and has since committed to contributing an additional $500,000. Council directed staff to return for the award of the design contract for developing the building concept and construction plans, as well as the replacement parking plans. Council's preferred project location was nearest to the Junior Lifeguard temporary facility in the City's A Street parking lot. (Attachment A) Additional considerations requested by the Council included 1) the design should account for junior lifeguard usage, off-season building rentals, and recreation programs; and 2) the plan should provide a parking neutral solution. Council further provided direction to staff to develop a Memorandum of Understanding between the City and the NBJGF related to fundraising and a commitment of funds toward construction of the new Junior Lifeguard Building. 12-3 Resolution No. 2021-20: Newport Beach Junior Lifeguard Building — Approval of Conceptual Design, Fundraising Memorandum of Understanding and Exemption Pursuant to Section 20.10.040(A) of NBMC March 9, 2021 Page 4 On May 14, 2019, the City Council awarded a professional service agreement contract to Jeff Katz and Associates. The scope of work included development of a revised conceptual design, construction plans, permitting, and other necessary documents. Should the City Council approve the revised concept plans, the next steps involve developing the Junior Lifeguard Building plans, refining spaces, selecting materials, preparing the environmental document, obtaining permits from regulatory agencies, preparing construction documents, and providing contract administration. On October 6, 2020, Public Works staff and the project architect presented the revised project concept to the Parks, Beaches and Recreation Commission (PB&R). Questions were posed by PB&R members and the public regarding the project. Ultimately, PB&R voted to support the project by a unanimous vote. The meeting was noticed via mail to all residents within 500 feet of the project. The feedback received from attendees showed general support for the Junior Lifeguard program and new building. The revised building concept meets the Lifeguard Division's and Recreation Department's community use needs and reflects an architectural style supported by PB&R and the public. Proposed Project The proposed project consists of the design and development of a new Junior Lifeguard Building near the Balboa Pier. If approved, the building will replace the existing temporary facilities the program currently operates and serve as a multi -functional space for use by the Junior Lifeguards and public, with programs and rentals offered through the Recreation and Senior Services Department. With the continued growth of the Junior Lifeguard program, the new facility would also resolve existing program shortfalls by adding adequate administrative and event space, expanded storage, a utilities space and running water, a secure restroom area, and a proper locker room for Junior Lifeguard staff. The proposed exterior finishes of the facility are a combination of concrete, metal panel, and tile. The multimedia exterior creates visual interest and reduces the perceived building mass, while the colors and finish also tie into the aesthetic of the beach environment. (Attachment B) Each year, onsite Junior Lifeguard pre-program preparation begins in early April and continues through the start of the program in June. This includes activities such as uniform try -on, uniform pick-up, equipment set up, and office hours. Post -program demobilization concludes by mid-September. The seven -week Junior Lifeguard program operates annually from late June to early August. Sessions are offered daily from 9 a.m. to noon and 1 p.m. to 4 p.m. Occasional evening events also occur throughout the program. The program generally begins with instructors finalizing lessons and planning for the day, then gathering on the beach in front of the proposed deck area with the Junior Lifeguards to provide the daily briefing and special instructions. Individual groups then continue on to their various training activities on the beach or in the water in front of the facility. 12-4 Resolution No. 2021-20: Newport Beach Junior Lifeguard Building — Approval of Conceptual Design, Fundraising Memorandum of Understanding and Exemption Pursuant to Section 20.10.040(A) of NBMC March 9, 2021 Page 5 The Recreation and Senior Services Department will also utilize this facility for the remainder of the year when it is not being used for Junior Lifeguards. Potential program offerings include fitness classes, education classes, facility rentals, community meeting space and other Recreation programming. The revised concept design shows approximately 5,145 square feet of usable interior space (Attachment C) that includes: • A 1,135 -square -foot meeting room; • Secure interior and exterior storage rooms; • Staff and meeting rooms; • Men's and women's locker rooms; • A 1,350 -square -foot deck area; and • A public restroom facility. A key element of the concept development were the comments from the NBJGF, whose members include former lifeguards familiar with the junior lifeguard program. The NBJGF worked alongside staff from Recreation, Fire/Lifeguards, Public Works and the design consultant to develop and refine the new Junior Lifeguard Building layout. The Fire and Recreation Departments support the revised concept plan as it addresses the essential functions for their planned activities. The proposed project requires a Coastal Development Permit review and approval by the California Coastal Commission due to its location. The attached analysis (Attachment F) considers the applicable Coastal Land Use Plan policies and Local Coastal Program standards related to this project. The analysis finds that the proposed project will improve the current situation by removing the existing temporary building from the FEMA flood hazard area, siting the new building beyond the FEMA hazard area, respecting existing coastal views in the Balboa Pier area, and maintaining lateral and vertical coastal access connections for pedestrians, bicycles, and vehicles through the area. Following the construction of the new building, the existing facility and any associated utilities will be removed from the beach. Schedule The tentative schedule for this project is as follows: Estimated Project Schedule: Council Approval of Concepts/Budget/Schedule/CEQA/MOU Coastal Permitting Advertise Project Award Project Construction Start Construction Complete March 9, 2021 May - December 2021 Spring 2022 Summer 2022 Fall 2022 Late Spring/Early Summer 2023 12-5 Resolution No. 2021-20: Newport Beach Junior Lifeguard Building — Approval of Conceptual Design, Fundraising Memorandum of Understanding and Exemption Pursuant to Section 20.10.040(A) of NBMC March 9, 2021 Page 6 ENVIRONMENTAL REVIEW: The project qualifies for a categorical exemption pursuant to Section 15332, of the California Environmental Quality Act Guidelines (Class 32 for In -Fill Development Projects). The 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 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 unusual circumstances. The proposed project is located in an urban area and can be adequately served by all required utilities and public services. The project is consistent with the General Plan designation and policies and will be designed to be consistent with all applicable Zoning Code regulations. The project will comply with Chapter 10.26 (Community Noise Control) and Chapter 10.28 (Loud and Unreasonable Noise) of the Newport Beach Municipal Code. The project will be subject to the implementation of a water quality management plan (WQMP). A traffic analysis of average daily trips generated by the project has been prepared by the City Traffic Engineer and indicates the project would not result in significant traffic impacts. The City Utilities Department has indicated there is sufficient water/wastewater utilities available to serve the project. The project site is expected to have less than significant impacts related to traffic, noise, air quality, and water quality. An analysis of the property indicates that the project site and adjacent areas have no value as habitat for endangered, rare, or threatened species. A more detailed analysis and determination supporting the Class 32 exemption is included as Exhibit B to Resolution No. 2021-20 (Attachment D). The agenda item has been noticed according to the Brown Act (72 hours in advance of the meeting at which the City Council considers the item). Furthermore, Public Works has presented and discussed this project at the Park, Beaches, and Recreation meeting on October 6, 2020, notification letters regarding proposed project were mailed property owners in the project vicinity. ATTACHMENTS: Attachment A — Location Map Attachment B — Exterior Concept Attachment C — Proposed Layout Attachment D — Resolution No. 2021-20 Attachment E — Memorandum of Understanding Attachment F — Coastal Land Use Plan Policy Analysis 12-6 Attachment A Location Map 12-7 ATTACHMENT A Mq/�STRFF \ Tp �Rk/�G SOT <u A i c/p/c ocF�N NEWPORT BEACH JUNIOR LIFEGUARD BUILDING • � •\ 1 1/�9 NOT TO SCALE CITY OF NEWPORT BEACH PUBLIC WORKS DEPARTMENT C-7261-01 3/9/2021 12-8 Attachment B Exterior Concept 12-9 CONCEPT - BUILDING ELEVATIONS WEST ATTACHMENT B NORTH SOUTH UPPER ROOF 22. _ y.. Y p BUILDING 41, N JKAe f f k a t z ARCHITECTURE �c <Poaa•� 12-10 )OF F r Attachment C Proposed Layout 12-11 0 Lo I I c I I I I I I I I I I OPEN DEM 1255 SF I I I I I I I I I I I I - 23'-2" OPTION 7 05/12/2020 SUPERVISOR/STAFF 300 SF �I I MTG M. OVERE 1 DECK 505 SF RECI 175 I II II II I 0 II II I I II II II I T� INT. STOR. JAN. 200 SF 68 SF R. R. 73 SF 73 SF Ml .d. KITCHEN LV �150SF 116'-6" R. R. SHOWER SF L R. R. SHOWER �I 115 LOCKER I WOMEN IL LOCKER - i�ii�li■■�■�■ OECH. ` IT 0 70 SF SF TRASH 70 SF m EXT. STOR. 675 SF ELECJ 70 SF 12-12 ATTACHMENT D RESOLUTION NO. 2021-20 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF NEWPORT BEACH, CALIFORNIA EXEMPTING THE JUNIOR LIFEGUARD BUILDING AND RECREATION FACILITY FROM DEVELOPMENT STANDARDS APPLICABLE TO PROJECTS IN THE PF (PUBLIC FACILITIES) AND PR (PARKS AND RECREATION) ZONING DISTRICT IN ACCORDANCE WITH SECTION 20.10.040 (APPLICABILITY OF ZONING CODE) OF THE NEWPORT BEACH MUNICIPAL CODE FOR THE PROPERTY LOCATED AT 901 EAST OCEAN FRONT (PA2019-124) WHEREAS, Section 200 of the Charter of the City of Newport Beach ("City") vests the City Council with the authority to make and enforce all laws, rules and regulations with respect to municipal affairs subject only to the restrictions and limitations contained in the Charter and the State Constitution, and the power to exercise, or act pursuant to any and all rights, powers, and privileges, or procedures granted or prescribed by any law of the State of California; WHEREAS, the Newport Beach Junior Lifeguard Program ("Junior Lifeguard Program") was established in 1984 with two instructors and 50 junior lifeguards to serve the community as a youth -based program, educating participants about hazardous conditions associated with the ever-changing ocean environment, WHEREAS, the Junior Lifeguard Program has rapidly expanded over the years and become one of the City's most popular youth education programs teaching approximately 1,400 children annually; WHEREAS, the existing facility consists of a 2,160 square foot trailer adjacent to the Balboa Pier with no running water or youth restrooms; WHEREAS, the City owns property located at 901 East Ocean Front, Newport Beach, California ("Property") that currently serves as a surface level parking area, park, and public walkway to Balboa Pier; WHEREAS, a portion of the Property depicted on Exhibit "A" which is attached hereto and incorporated by reference is proposed for the development of a 4,725 -gross - square -foot Junior Lifeguard Building and recreation facility serving the community ("Project"), 12-13 WHEREAS, the Property is designated PF (Public Facilities) and PR (Parks and Recreation) by the Land Use Element of the City of Newport Beach General Plan and zoned PF (Public Facilities) and PR (Parks and Recreation) by Title 20 (Planning and Zoning) of the Newport Beach Municipal Code ("NBMC"), WHEREAS, Section 20.26.020 (Special Purpose Zoning Districts and Development Standards) of the NBMC provides standards for the development and operation of land uses within the PF (Public Facilities) and PR (Parks and Recreation) zoning districts; WHEREAS, the Project is considered a government institution, assembly/meeting facility, and parks and recreation facility, all of which are permitted uses with the approval of a minor use permit; WHEREAS, the Project is consistent with the purpose and intent of the zoning designations and will comply with setback, floor area, height, and fencing requirements of Title 20 (Planning and Zoning) of the NBMC, however, a minor use permit is required pursuant to Section 20.26.020 (Specific Purpose Zoning Districts, Land Uses, and Permit Requirements) of the NBMC and a conditional use permit is required to waive off-street parking requirement pursuant to Section 20.40.110 (Adjustments to Off -Street Parking Requirements); WHEREAS, Section 20.10.040(A) (Compliance Required) of the NBMC authorizes the City Council to exempt City implemented projects by adopting a resolution at a noticed public hearing upon setting forth the specific NBMC provisions that apply in the absence of the exemption; WHEREAS, the Project is located within the coastal zone and requires a coastal development permit issued by the California Coastal Commission subject to conditions of approval to ensure the Project provides coastal access, visual resources, and compliance with Title 21 (Local Coastal Program Implementation Plan); and WHEREAS, a telephonic public hearing was held on March 9, 2021, in the City Council Chambers located at 100 Civic Center Drive, Newport Beach, CA due to the Declaration of a State Emergency and Proclamation of Local Emergency related to COVID-19. A notice of time, place and purpose of the hearing was given in accordance with the California Government Code Section 54950, et seq. ("Ralph M. Brown Act") and Chapter 20.62 (Public Hearings) of the NBMC. Evidence, both written and oral, was presented to, and considered by, the City Council at this public hearing. NOW, THEREFORE, the City Council of the City of Newport Beach resolves as follows: 12-14 Section 1: In accordance with Section 20.10.040(A) (Compliance Required) of the NBMC, the City Council does hereby exempt the Project located at 901 East Ocean Front, Newport Beach, California, as depicted on Exhibit "A," from the land use and development standard requirements set forth in Section 20.26.020 (Special Purpose Zoning Districts and Development Standards) and Section 20.40.110 (Adjustments to Off - Street Parking Requirements) of the NBMC which, respectively, require a minor use permit for assembly/meeting facilities and conditional use permit to waive off-street parking. Section 2: The City Council finds adoption of this resolution is in conformity with the General Plan of the City of Newport Beach and Title 20 (Planning and Zoning) of the NBMC as explained below and, in greater detail, in Exhibit "B" which is attached hereto and incorporated herein by this reference. General Plan Consistency The Property is designated PF (Public Facilities) and PR (Parks and Recreation) by the Land Use Element of the General Plan. As a public facility and public/private recreational center, the Junior Lifeguard Building and recreation facility to serve the community is consistent with these land use designations for the Property. Title 20 (Planning and Zoning) Consistency The Project is consistent with uses identified in the PF (Public Facilities) and PR (Parks and Recreation) zoning designations. Specifically, the PF (Public Facilities) zoning designation is intended to provide for areas appropriate for public facilities including community centers, cultural institutions, government facilities, libraries, public hospitals, and public schools. The PR (Parks and Recreation) zoning designation is intended to provide for areas appropriate for land used or proposed for active public or private recreational use. Allowed uses include aquatic facilities, golf courses, marina support facilities, parks (both active and passive), private recreational facilities, tennis clubs and courts, and similar recreational facilities. Additionally, the Project will comply with setback, floor area, height, and fencing requirements of Title 20 (Planning and Zoning) of the NBMC. Section 3: The recitals provided in this resolution are true and correct and are incorporated into the operative part of this resolution. Section 4: If any section, subsection, sentence, clause or phrase of this resolution is, for any reason, held to be invalid or unconstitutional, such decision shall not affect the validity or constitutionality of the remaining portions of this resolution. The City Council hereby declares that it would have passed this resolution, and each section, subsection, sentence, clause or phrase hereof, irrespective of the fact that any one or 12-15 more sections, subsections, sentences, clauses or phrases be declared invalid or unconstitutional. Section 5: The City Council finds the adoption of this resolution, in addition to several other actions in furtherance of the Project, is exempt from environmental review under the California Environmental Quality Act ("CEQA") pursuant to the statutory exemption set forth in the categorical exemption set forth in 15332 (In -Fill Development Projects) of the CEQA Guidelines, California Code of Regulations, Title 14, Division 6, Chapter 3. The Project is located in an urban, developed area and utilities including water, sewage, and other utilities are available on the Property, with only minor extensions needed to connect to the Junior Lifeguard Building. A more detailed analysis and determination supporting the CEQA exemptions are provided in the attached Exhibit "B". Additionally, there is no substantial evidence demonstrating an exception to reliance on the categorical exemptions. Section 6: This resolution shall take effect immediately upon its adoption by the City Council, and the City Clerk shall certify the vote adopting the resolution. ADOPTED this 9th day of March, 2021. Brad Avery Mayor ATTEST: Leilani I. Brown City Clerk APPROVED AS TO FORM: CITY ATTORNEY'S OFFICE -Aaron rp City A rney Attachment(s): Exhibit A — Location of Junior Lifeguard Building Exhibit B — Findings in Support of Statutory and Categorical Exemptions under the California Environmental Quality Act ("CEQA") 12-16 Exhibit A Location of Junior Lifeguard Building Project Site 12-17 Exhibit B Findings in Support of Statutory and Categorical Exemptions under the California Environmental Quality Act Class 32 Exemption Determination Junior Lifeguard Building 901 E. Ocean Front Newport Beach, CA CEQA Section 15332. In -Fill Development Projects 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 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. Project summary: Remove an existing 2,160 -square -foot temporary building located on the sand and construct a new Junior Lifeguard Building in a surface parking area approximately 50 feet north of the existing temporary building. The proposed development includes a 4,725 -gross -square -foot structure, 1,705 -square -foot exterior event space and deck, and site improvements including surface parking for 45 parking spaces, landscaping, and pedestrian circulation areas. The facility would be jointly utilized as a recreation and event facility for use by up to 50 occupants during the fall, winter, and spring season when the site is not utilized by the Junior Lifeguard program. Parking at the project site would be restriped and reconfigured throughout the Balboa Pier and Peninsula Park area resulting in a net surplus of two parking spaces. 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 with dual designations of PF (Public Facilities) and PR (Parks and Recreation). The PF designation, is intended to provide for public facilities, including public schools, cultural institutions, government facilities, libraries, community centers, public hospitals, and public utilities. The PR land use designation is intended for active public or private recreational use including parks (both active and passive), golf courses, marina support facilities, aquatic facilities, tennis clubs, and courts, private recreation, and similar facilities. As a public facility and 12-18 Exhibit B Findings in Support of Statutory and Categorical Exemptions Class 32 Exemption Junior Lifeguard Building (PA2019-124) Page 2 of 15 public/private recreational center, the proposed Junior Lifeguard Building/Recreation facility is consistent with these land use designations for the site. Development of the Junior Lifeguard Building and recreation facility will be consistent with General Plan policies as indicated below: 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 LU3.6 Waterfront Access. Use public beaches for public recreational uses and prohibit uses on beaches that interfere with public access and enjoyment of coastal resources. Encourage the expansion and improvement of access to the waterfront and water -related uses that provide important links to waterfront uses such as beaches, launching facilities, public docks, and other similar public water area uses. (Imp 1. 1, 5.1) Policy LU6.1.1 Adequate Community Supporting Uses. Accommodate schools, government administrative and operational facilities, fire stations and police facilities, religious facilities, schools, cultural facilities, museums, interpretative centers, and hospitals to serve the needs of Newport Beach's residents and businesses The Junior Lifeguard program is a youth -based program focused on educating participants and local residents from the surrounding community about hazardous conditions associated with the ever-changing ocean environment. The program and new building are intended to serve local residents from the City and surrounding communities and has been operational in the Balboa Pier area since 1984. The new facility is intended to replace an existing 2,160-sq.ft. trailer located on the adjacent beach sand to the south. The new structure will provide administrative and event space for up to 50 people, and include utility and storage areas, restrooms, and locker rooms. In the off-season (fall, winter, and spring), the facility will be utilized by the Recreation Division for public and private events. Programs may include fitness classes, adult education, and other related recreational department programs. The facility is designed to facilitate waterfront access through both the Junior Lifeguard youth program and the use in the off-season as a public and private recreation facility. 12-19 Exhibit B Findings in Support of Statutory and Categorical Exemptions Class 32 Exemption Junior Lifeguard Building (PA2019-124) Page 3 of 15 The use complements the existing type and character of the nearby development, which includes a variety of commercial, mixed-use and residential development in and around the Balboa Pier area. 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 represents "in fill" development that can be served by the existing infrastructure. Project Design Policies Policy LU5.3.5 Pedestrian Oriented Architecture and Streetscapes. Require that buildings located in pedestrian -oriented commercial and mixed- use districts (other than the Newport Center and Airport Area, which are guided by Goals 6.14 and 6.15, respectively, specific to those areas) be designed to define the public realm, activate sidewalks and pedestrian paths, and provide "eyes on the street" in accordance with the following principles: • Location of buildings along the street frontage sidewalk, to visually form a continuous or semi -continuous wall with buildings on adjacent parcels. • inclusion of retail uses characterized by a high level of customer activity on the ground floor; to insure successful retail -type operations, provide for transparency, elevation of the first floor at or transitioning to the sidewalk, floor -to -floor height, depth, deliveries, and trash storage and collection. • Articulation and modulation of street -facing elevations to promote interest and character. • Inclusion of outdoor seating or other amenities that extend interior uses to the sidewalk, where feasible. • Minimization of driveways that interrupt the continuity of street facing building elevations, prioritizing their location to side streets and alleys where feasible. Policy LU5.2.1 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: • 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, 12-20 Exhibit B Findings in Support of Statutory and Categorical Exemptions Class 32 Exemption Junior Lifeguard Building (PA2019-124) Page 4 of 15 • 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. Policy LU 6.1.2 Siting of New Development. Allow for the development of new public and institutional facilities within the City provided that the use and development facilities are compatible with adjoining land uses, environmentally suitable, and can be supported by transportation and utility infrastructure. Policy LU 5.3.6 Parking Adequacy and Location. Require that adequate parking be provided and is conveniently located to serve tenants and customers. Set open parking lots back from public streets and pedestrian ways and screen with buildings, architectural walls, or dense landscaping. The proposed development includes a 4,725 -gross -square -foot structure, 1,705 exterior event space and deck, and site improvements including surface parking for 45 parking spaces, landscaping, and pedestrian circulation areas. The architectural design provides a flat roof with a modern angled parapet evocative of the surrounding ocean environment. The facade is designed with a high-pressure laminate parapet called TRESPAS METEONO and concrete panels and is designed with a mix of blue and cream colors to complement the surrounding beach and water. The main entrance to the structure occurs on the westerly portion of the building near the parking area and accommodates visitors, program participants, and employees. Existing pedestrian 12-21 Exhibit B Findings in Support of Statutory and Categorical Exemptions Class 32 Exemption Junior Lifeguard Building (PA2019-124) Page 5 of 15 connections are maintained along the adjacent public walkway bordering the sand and East Ocean Front. The easterly walkway adjacent to the sports fields will be widened to accommodate additional bicycle parking. The proposed project would relocate approximately 43 parking spaces where the proposed structure will be constructed. The project site will be restriped with 23 parking spaces including two ADA parking stalls to accommodate the proposed structure. Additionally, the project will remove existing curb, wall enclosures, trees, and landscape bordering existing parking areas and Peninsula Park to add 6 parking stalls in the northwest corner of the Main Parking Lot, add 6 parking stalls at the southwest corner of the Main Street Parking Lot, and add 10 parking spaces at the northerly exit to the B Street Parking lot. In total, all 43 parking spaces will be replaced and the project results in a net increase of two public parking spaces in the Balboa Pier public parking area. Balboa Village Policy 6.13-4 Streetscapes. Promote the completion of enhancements to Balboa Village's streetscapes to enhance the area's visual quality and character as a pedestrian -oriented environment. The subject property is located in the Balboa Village community. The Junior Lifeguard Building is designed for pedestrian access fronting the beach area, between the proposed structure and sports fields, and along the East Ocean Front boardwalk to improve the pedestrian experience in the Balboa Village area. The existing site is flat and was previously developed with a surface level parking area. When redeveloped, the new structure will maintain the visual quality from the adjacent public walkway and improve visibility of the coastline with the removal of the existing temporary structure on the sand. Visual simulations of the proposed structure and critical views are included as Exhibit A. Recreation Policies Policy R 2.2 Preservation of Public Parkland. Protect public parkland from non -recreational uses; any loss of parkland through governmental action shall be replaced in-kind. The proposed project would remove approximately 3,500 square feet (0.08 acres) of passive park area within Peninsula Park in order to replace public parking where the proposed Junior Lifeguard Building will be located. Table R1 (Parkland Acreage Needs) of the Recreation Element of the General Plan identifies a 25 -acre excess of parkland acreage needs. The total combined park/beach acreage provided will continue to exceed the need identified for the Balboa Peninsula Service Area. Trees, picnic tables, benches, and parking kiosks displaced by the proposed project will be replaced and relocated in kind within the park area and walkways. 12-22 Exhibit B Findings in Support of Statutory and Categorical Exemptions Class 32 Exemption Junior Lifeguard Building (PA2019-124) Page 6 of 15 Zoning Code Compliance The subject property is located within the PF (Public Facilities) and PR (Parks and Recreation) zoning districts. The PF zoning district is intended to provide for areas appropriate for public facilities including community centers, cultural institutions, government facilities, libraries, public hospitals, and public schools. The PR zoning district is intended to provide for areas appropriate for land used or proposed for active public or private recreational use. Allowed uses include aquatic facilities, golf courses, marina support facilities, parks (both active and passive), private recreational facilities, tennis clubs and courts, and similar recreational facilities. The proposed Junior Lifeguard Building and recreation facility comply with the intent for both of these zoning districts, where they provide a community center, public facility, and public/private recreational use. Pursuant to Section 20.26.020 (Special Purpose Zoning Districts Land Uses and Permit Requirements), government facilities, parks and recreation facilities, and assembly/meeting facilities require a minor use permit within the PF and PR Zoning Districts. The project would include a waiver of Title 20 land use development standards including floor area and parking requirements, which would typically be established through a minor use permit in this zoning district. (b) The proposed development occurs within city limits on a project site of no more than five acres substantially surrounded by urban uses. The project site is within the Newport Beach City limits, and consists of approximately 36,872 square feet or 0.85 -acres of land area. The project site consists of previously developed surface parking area, park area with ornamental landscaping, and public access walkways. The beach and Pacific Ocean are located southward of the project site. Nearby development includes the Peninsula Park, and mixed-use, and residential development along East Ocean Front bordering the East Ocean Front public walkway. (c) The project site has no value, as habitat for endangered, rare or threatened species. A biological resources analysis (Exhibit E) prepared by Marine Taxonomic Service, Ltd. on January 7, 2021, and confirmed that no sensitive species or habitats were observed at the project site. The visual survey area was bounded by the East Ocean Front boardwalk to the north, the Pacific Ocean to the south, B Street to the East, and Washington Street to the West. The project site is currently developed with surface level parking, park landscaping, and public walkways and has no native vegetation and/or habitat. The project occurs over previously developed land and includes removal of the old temporary structure located on the sand. Neither sensitive species or habitats were observed within the Project site and thus the potential for impact to sensitive resources was not identified. The removal of the old structure from the beach increases the potential for future foredune habitat restoration 12-23 Exhibit B Findings in Support of Statutory and Categorical Exemptions Class 32 Exemption Junior Lifeguard Building (PA2019-124) Page 7 of 15 and adaptive management associated with climate change. Site work for the new facility is limited to previously developed land and ornamental plantings. There is no potential for special -status plants or animals to exist on the existing paved site. The report suggests consulting with the U.S. Army Corps of Engineers to determine jurisdiction prior to project implementation. Thus, there would be no significant 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 on the project site. (d) Approval of the project would not result in any significant effects relating to traffic, noise, air quality, or water quality. An analysis of traffic trips for the project concluded that the generated trips would not result in a significant traffic impact. Construction of the project is anticipated to be completed in 2023. The Junior Lifeguard program is an existing program at the project site and is anticipated to continue with the existing enrollment of 1,300 participants and 60 employees under the proposed project. This program operates only during the summer months (approximately April through August) and approximately half of participants walk or bike to the site and the other half carpool at a rate of 2.5 participants per vehicle. Based on this information and a conservative assumption that all employees are single drivers to the site, the Junior Lifeguard program is estimated to generate approximately 320 daily trips to the site during the summer months. The recreation facility is proposed as a new use at the project site during the off-season (fall, winter, and spring) and traffic trips are calculated based on the square footage that would be utilized for events (3,075 square feet). The ITE Trip Land Use 495, "Recreational Community Center" estimates 28.82 daily trips per thousand square feet, which would generate approximately 89 daily trips to the project site during the off- season months. This trip increase occurs during the fall, winter, and spring when compared to the existing Junior Lifeguard program is not operational and when beach visitor activity is typically much slower than in the summer season months. 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 employees and customers or visitors 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. 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 project and operational events must also be consistent with the 12-24 Exhibit B Findings in Support of Statutory and Categorical Exemptions Class 32 Exemption Junior Lifeguard Building (PA2019-124) Page 8 of 15 City's interior and exterior 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 SCAQMD.1. 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 prepared by BKF Engineers on February 4, 2021, and implementation of the proposed project would not result in potentially significant impacts to the drainage patterns on-site. The project and site paving results in a 6,279 -square -foot increase of impervious surfaces on-site. 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 sheet flow runoff over the parking lot surface and discharges over a cub cut onto the sand of the adjacent beach area. Under the proposed project, hardscape and landscape areas on the south side will drain to the south and collect into a grate inlet catch basin. The remainder of the project site will drain away from the proposed building and surface flow to the north along a valley gutter located at the center of the drive aisle. Several grate inlets will be installed along the valley gutter to capture the runoff underground and divert them to a treatment BMP. The runoff will be treated for the stormwater volume with a Biotreatment BMP prior to discharge from the project site. Approval of the project would not result in any significant effect related to water quality. Furthermore, the proposed bioretention facilities are designed for the 85t' percentile, 24-hour design storm depth of 0.65 inches and the project has 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., will be extended approximately 250 feet from the westerly Balboa Pier walkway to connect the project site. A domestic water service, meter, and fire water service are located approximately 250 feet toward the west along the Balboa Pier walkway. A sewer line is located approximately 200 feet toward the west in the parking area just east of the Balboa Pier walkway. Fire Hydrants are located 250 feet to the north at the intersection of A Street and the East Ocean f=ront Alley and are acceptable distance for Fire/Life-Safety staff to safely reach the proposed structure. htt :I/www.a md. ov/docs/default-source/ce a/handhook/sea and -air- uality-si nificance-thresholds. dP?sfvrsn=2 12-25 Exhibit B Findings in Support of Statutory and Categorical Exemptions Class 32 Exemption Junior Lifeguard Building (PA2019-124) Page 9 of 15 A water/waste water calculation has been prepared for the proposed development (Exhibit D). Development of the new structure is estimated to result in approximately 3,689 GPD of waste water generation and 339 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 (Fire Station 1) is approximately half mile west of the project site at 110 East Balboa Boulevard on the Balboa Peninsula. 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 4,725 -gross -square -foot Junior Lifeguard/event facility and is consistent with the City's General Plan land use designation PF (Public Facilities) and PR (Parks and Recreation) General Plan land use and Zoning designations as it provides a community youth program and recreation facility to help residents and visitors alike enjoy the coast and ocean environment. The project is consistent with the General Plan designations and policies, and has been waived from the requirements of Title 20 (Zoning Code) to obtain a minor use permit and provide code required parking. The proposed project site is 0.85 acres in size, is located within an urban area, and can be adequately served by all required utilities and public services. Visual simulations, biological resources memorandum, preliminary Water Quality Management Plan, water/sewer generation estimate, and traffic generation calculation have been prepared. An analysis of the 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 less than significant impacts related to traffic, noise, air quality, and water quality. 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. Therefore, the proposed project meets all of the conditions described above for in -fill development and qualifies for a Class 32 exemption. Categorical exemptions are subject to two general exceptions: • A categorical exemption does not apply to a project when the cumulative impact of successive projects of the same type in the same place over time is significant. 12-26 Exhibit B Findings in Support of Statutory and Categorical Exemptions Class 32 Exemption Junior Lifeguard Building (PA2019-124) Page 10 of 15 • A categorical exemption may not be used for a project when there is a reasonable possibility that the activity will have a significant effect on the environment due to unusual circumstances. (CEQA Guidelines section 153002. (b) and (c).) As indicated above, the proposed project demonstrates no significant effects. The proposed project does not contribute to any cumulatively significant impacts when considered in conjunction with other projects. The proposed project would be designed and operated in a safe and sanitary manner, and impacts on surrounding properties would be minimized. The proposed project does not present unusual circumstances that would result in a significant effect. Exhibits: A Visual Simulations B Biological Resources Memorandum C Preliminary Water Quality Management Plan D Water/Waste Water Generation Estimate E Traffic Trip Generation Calculations 12-27 Exhibit A Visual Simulations 12-28 SITE VISIBILITY SCHEMATIC MAP r NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY COUNCIL PRESENTATION DAI- M10912021 s LEGEND ♦ SITE PERSPECTIVE ' ` ♦ LOCATION - - - EEMA BOUNDARY JKARCHITECTURE 12-29 SITE VISIBILITY STUDIES i .}n 2eaRa4 - -_..� ._ ,, nl41l1111I i VIEW 1- PIER PERSPECTIVE - MSTING NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY COUNCIL PRESENTATION IAIF MMMI N � KEY UP IIIIIl1111 - .. ' tq.,41111 VIEW 1 PIER PERSPECTIVE -NEW ARCHITECTURE w 12-30 SITE RISIBILITY STUDIES �1 L �L ;p;_ -1 ' 1 -VIEW 2 - BEACH PERSPECTIVE - EXIST[NG 77 �. V } KEY MAP i NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY COUNCIL PRESENTATION _a;; -)aro�,;7, - VIEW 2 - BEACH PERSPECTIVE - NEW JKAe f f k a t z ARCwIT>:cTURE 00, 12-31 SITE VISIBILITY STUDIES KEY MAP - VIEW 3 - B STREET LOT PERSPECTIVE - EXISTING NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY COUNCIL PRESENTATION lmTE (gI49M] - VIEW 3 - B STREET LOT PERSPECTIVE - NEW J"Ae f f k a t z�\t� RCHITECTURE 12-32 SITE VISIBILITY STUD]ES +:ice iI=?^`- •��- 4 N - f .• KEY MAP -= - VIEW 4- BIKE LANE PERSPECTIVE - EXISTING NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY COUNCIL PRESENTATION :�j - VIEW 4 - 31KE LANE PERSPECTIVE -NEW JAARCHITECTURE`' 12-33 SITE VISIBILITY STUDIES N s 2A KEY MAP - VIEW 5- MAIN LOT PERSPECTIVE - EXISTING NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY COUNCIL PRESENTATION WE-G3/W/2U2T - VIEW 5 - MAIN LOT PERSPECTIVE - NEW JKQT e f f k a t z e ARCHITECTURE '0 12-34 Exhibit B Biological Resources Memorandum 12-35 MARINE TAXONOMIC SERVICES, LTD. Initial Resource Survey for the Newport Beach Junior Lifeguard Building Project, Newport Beach, California January 7, 2021 Prepared for: Jeff Katz Jeff Katz Architecture 6353 Del Cerro Blvd. San Diego, CA 92120 JKA~_. f k a- z AR-C'HITECTU'RE SOUTHERN CALIFORNIA OFFICE 920 RANCHEROS DRIVE, STE F-1 SAN MARCOS, CA 92069 Prepared By: Marine Taxonomic Services, Ltd. OREGON OFFICE 2834 NW PINEVIEW DRIVE ALBANY, OR 97321 MTfk I,Airk-i�: laxur':oln ilc. Sir. +iices, Ltd. LAKE TAHOE OFFICE 11.55 GOLDEN BEAR TRAIL SOUTH LAKE TAKOE, CA 96150 12-36 Marine Taxonomic Services Ltd. 2021. Initial Resource Survey for the Newport Beach Junior Lifeguard Building Project, Newport Beach, California. Prepared for Jeff Katz Architecture. January 7, 2021. Robert Mooney, PhD Principal Scientist Participating Marine Taxonomic Services Ltd. Team Members; Biologist and Report Draft— Grace Teller, MSc. Field Technician II — Hannah Joss, BSc. NITS. 12-37 Contents 1 Introduction..........................................................................................................................................1 1-1 Location........................................................................................................................................1 1-2 Background...................................................................................................................................1 1-3 Regulatory Requirements...................................................... ...................... 2 Methods................................................................................................................................................4 2-1 Visual Survey............................................................................................................ 2-2 Elevation Survey............................................................................................................................4 3 Results...................................................................................................................................................6 3-1 Visual Survey.................................................................................................................................6 3-2 Elevation Survey............................................................................................................................6 4 Conclusions...........................................................................................................................................8 5 References............................................................................................................................................8 Appendix Appendix A— Project Plans List of Figures and Tables Figure 1. Vicinity map of the Project site in Newport Beach, CA..................................................................3 Figure 2. Map of survey area extents including the Project Site boundary, elevation survey area, and visualsurvey area...........................................................................................................................5 Figure 3. Map of elevation survey results delineating the Project site in Newport Beach. Data provided for habitat assessment purposes. Not intended to replace a certified land survey and not intendedfor navigation..................................................................................................................7 MTS 12-38 Format Page MTS iv 12-39 Initial Resource Survey Newport Beach Junior Lifeguards January 2021 Initial Resource Survey For the Newport Beach junior Lifeguard Building Project, Newport Beach, California January 7, 2021 1 Introduction Marine Taxonomic Services, Ltd. (MTS) was contracted by Jeff Katz Architecture to provide an Initial Site Resources Survey (ISRS) in support of environmental survey needs related to the Newport Beach Junior Lifeguard Building Project (Project) in Newport Beach, California. MTS has completed a survey of the resources occurring within the vicinity of the Project site and has prepared the following report on its findings. 1-1 Location The proposed Project site in Newport Beach, California, is located along the beach between Main Street, where the public can access the Balboa pier, and A Street (Figure 1). It is centrally located between a large recreational grassy field to the east and a walking park to the west. Immediately south of the Project site is the beach and playground and directly north of the Project site is the public board walk. Most of the Project site currently functions as a public parking lot and extends into the neighboring walking park. The walking park consists of a grassy lawn, ornamental palm trees, and succulent garden beds. 1-2 Background The proposed Project involves removal of the old Newport Beach Junior Lifeguard (NBJ LG) building located on beach sand immediately west of the parking lot, construction of a new building within the current parking lot, and reconfiguration of the current parking lot within the current walking park area. The proposed Project would construct a 7,310 square foot updated and functional facility for use by the NBJLGs. The proposed Project plans intend to extend the parking lot toward the board walk and southwestern corner of the current walking park area to accommodate for facility use and recreational parking. Project plans are included as Appendix A. The intent of proposed Project plan is to construct a better functioning structure for the NBJLG while maintaining parking for recreational use by the public. Where the parking lot extends into landscaped portions of the Project site, the goal was to reconfigure the parking lot in the least biologically sensitive portion of the Project site while preserving existing landscaping present within the Project site to the extent practicable. 1-3 Regulatory Requirements The survey was intended to support guidelines listed within in the City of Newport Beach Municipal Code, Chapter 21.306 - Habitat Protection (21.30B). The goal of the survey was to identify the presence or potential for wetland or sensitive habitat, vegetation, or wildlife species in the Project site. This Project does not meet the "Applicability" standards under 21-306.020 — Initial Site Resource Survey. The Project site is not located within 100 -feet of an Environmental Study Area (ESA); nor does it contain southern coastal foredune or southern dune scrub habitat. A delineated wetland, designated MTS 12-40 Initial Resource Survey Newport Beach Junior Lifeguards January 2021 Environmentally Sensitive Habitat Area (ESHA), ESHA buffer, or wetland buffer does not occur within 100 - feet of the Project site; nor does it contain a habitat area where there is substantial evidence of the presence of a wetland or ESHA. The Project does not fall under the ESHA designation as and ESHA is defined as "Any area in which plant or animal life or their habitats are either rare or especially valuable because of their special nature or role in an ecosystem and which could be easily disturbed or degraded by human activities and developments shall be designated as an ESHA". Existing developed areas are exempt from the ESHA designation. The proposed Project qualifies as exempt from an ISRS as construction and demolition (inherently) are occurring over previously developed lands. However, due to the proximity of the Project site to Waters of the United States, an ISRS survey was performed. Waters of the United States, as defined in the Code of Federal Regulations (CFR) include the territorial seas, and waters which are currently used, or were used in the past, or may be susceptible to use in interstate or foreign commerce, including waters which are subject to the ebb and flow of the tide, all waters of tributaries to waters such as lakes, rivers, intermittent and perennial streams, mudflats, sandflats, natural ponds, wetlands, wet meadows, and other habitats. Frequently, United States tidal waters are demarcated by the ordinary high-water mark (OHWM), defined as the line on the shore established by the fluctuations of water and indicated by physical characteristics such as a clear, natural line impressed on the beach, deposition of kelp, litter, or other debris that may form a natural line, or other appropriate means that consider the characteristics of the surrounding areas. Typically, in this area, the OHWM is indicated by the presence of kelp and debris along with compacted wet sand forming a line on the beach. MTS 12-41 40 F[.f\iR?i • �f rti w / r..��-� a, ��. .' - ,y N{�-�,�rr - � i t ,L •`�44 •til i�'1 r ,+... A.i �.�.j, � :�-4 - t' 't• t` . it •..i• .. .�f ..;.1i 1� _. i.v � �1� ,,,� � .�,.IM*F {'r •yam LSA/, ��• -� � � . Y t r � 1 MAP 1 AREA Initial Resource Survey Newport Beach Junior Lifeguards 2 Methods January 2021 MTS personnel Grace Teller and Hanna Joss performed an ISRS of the Project site on December 14, 2020. The purpose of the ISRS was to identify sensitive habitat, species, and vegetation, and determine the potential for the area within the Project site to be utilized as wetland habitat. MTS performed the ISRS by conducting a visual walking survey and by collection of elevation data (Figure 2). 2-1 Visual Survey The visual survey was performed to visually search for sensitive habitat, sensitive species, and sensitive vegetation within the Project site (Figure 2). The visual survey was performed by a qualified biologist walking within the visual survey area. As the biologist walked the visual survey area, they recorded observations of species seen and if any sensitive species or resources were present. The biologist also considered the value of the observed habitats as potential habitat for species such as migratory nesting birds that could not be observed given the timing of the survey. 2-2 Elevation Survey The elevation survey was performed to understand tidal influences within the Project site and the potential for wetland habitat presence. Elevation measurements were collected within the elevation survey area, including the Project site and the adjacent beach (Figure 2). Measurements were collected using a real time kinematic (RTK) global navigation satellite system (GNSS) receiver and a rod and level. A Reach multi -band RTK GNSS receiver (Reach) was used to collect elevation measurements and establish project benchmarks for a level and rod survey. The Reach collected measurements within 4 centimeters of vertical variation. Reach measurements were recorded using an Android application -based program developed to work with the Reach. The survey was referenced to a nearby known geographic survey marker, benchmark, at the start and end of the survey. The elevation of the survey marker 1E-116-99 is published and was used to check the accuracy of the Reach (OC Public Works 2015). Traditional methodologies were also employed to collect elevation data throughout elevation survey area. A leveling rod and optical transit level were used to collect supplemental elevation measurements. The level was placed on the beach sand berm within view of the Project site. Measurements were collected by walking an approximated grid of the Project site and beach (approximated by walking 20 paces). One MTS personnel was stationed on the beach on top of the sand berm and used the transit level to view the leveling rod, held perpendicular to the ground by the second MTS personnel at each data collection point. Once the crosshairs of the level were aligned with the rod, the elevation measurement was recorded, and the next point was surveyed. The position of each data collection point was recorded using a differential geographic positioning system (dGPS) connected to a phone App. Reach elevation data was collected at two of the rod survey points to tie the two methods together. Additional elevations were collected directly by the Reach RTK GNSS to supplement the survey. Upon completion of the field survey effort, RTK GNSS and rod measurements were corelated to one another to determine the accuracy of measurements recorded. Once the elevation data was reviewed, contours were mapped within the survey area. MTS 12-43 Initial Resource Survey Newport Beach Junior Lifeguards January 2021 t S ; Project Site Elevation Survey Area Visual Survey Area Figure 2. Map of survey area extents including the Project Site boundary, elevation survey area, and visual survey area. MTS 5 12-44 Initial Resource Survey Newport Beach Junior Lifeguards January 2021 3 Results 3-1 Visual Survey Results of the visual survey did not indicate the presence of any sensitive habitat or species within the Project. The Project site is generally composed of a parking lot, recreational park, and beach area. Within the parking lot common species observed included Western gull (Larus occidentalis), American crow (Corvus brachyrhynchos), and rock dove (Columba livia). Within the recreational park, ornamental palm trees, grass lawn, and ornamental planter beds were observed. Black phoebe (Sayornis nigricans), European starling (Sturnus vulgaris), house sparrow (Passer domesticus), and American crows were common within the recreational park area. Species observed on the beach included western gull and common tern (Sterna hirundo). Neither sensitive or nesting avian species were observed during the visual survey of the Project site and nearby beach. It is likely that western snowy plover (Charadrius alexandrines nivosus; State of California species of special concern; federally listed as threatened) and California least tern (Sternula ontillarum browni, State of California endangered; federally listed as endangered) would be occasionally observed near the shoreline and over the water. The Project site does not provide nesting habitat for either species due to existing disturbance from recreational use. Sensitive vegetation was not observed within the Project site or on the beach fronting the Project site. 3-2 Elevation Survey The results of the elevation survey indicated that the Project site is 10 -ft MLLW above sea level. Moving toward the beach area elevation decreases to 9 -ft MLLW before reaching the sand berm where the elevation increases between 15 and 17 -ft MLLW. The OHWM was mapped on the beach side of the sand berm between 10 and 11 -ft. The OHWM was easily identified by compacted sand and residual kelp debris along the beach. The OHWM was identified approximately 200 -ft to the south of the Project site boundary. Although elevations at the Project site were observed that were lower than the observations associated with the OHWM, those locations exist behind the beach. This means these areas are not within waters of the United States as defined by Section 10 of the Rivers and Harbors Act of 1899 (U.S.C. 1899). It is suggested that the U.S. Army Corps of Engineers be consulted for a Jurisdictional Determination to confirm this assessment. MTS 6 12-45 Initial Resource Survey Newport Beach Junior Lifeguards January 2021 Figure 3. Map of elevation survey results delineating the Project site in Newport Beach. Data provided for habitat assessment purposes. Not intended to replace a certified land survey and not intended for navigation. MTS 7 12-46 Initial Resource Survey Newport Beach Junior Lifeguards 4 Conclusions January 2021 MTS documented common flora and fauna within the visual survey area. Neither sensitive species nor habitats were observed. MTS documented elevation throughout the elevation survey area. Elevation data collected indicated that Waters of the United States were not located within the Project site or within the 100 -foot Project site buffer. Additionaily, elevation data indicated that there was not any potential for wetland habitat withing the 100 -foot Project site buffer. The Project site does not meet criteria set by the Federal Manual for Identification and Delineating Jurisdictional Wetlands (1989). The Project site does not have a predominance of plant life that is adapted to life in wet conditions (hydrophytic vegetation). Soils that saturate, flood, or pond long enough during the growing season to develop anaerobic conditions were not observed nor could they potentially occur based on elevation survey results within the Project site. Neither artifacts or observations of permanent or periodic inundation or soil saturation were observed. Wetland vegetation was not observed within the visual survey area. However, it is suggested that the U.S. Army Corps of Engineers be consulted to determine jurisdiction prior to Project implementation. The proposed project occurs over previously developed lands and includes removal of the old NBJLG structure currently residing on the beach. The project would create additional beach habitat by removal of the old NBJLG structure. Neither sensitive species or habitats were observed within the Project site or within 100 -ft of the Project site, thus the potential for impact to sensitive resources was not identified. Over the longer term, removal of the old NBJLG structure from the beach increases the potential for future foredune habitat restoration and adaptive management associated with climate change. While the proposed project would result in removal of portions of the walking park, these impacts would be localized to previously developed land and ornamental plantings. 5 References Newport Beach LCP Implementation Plan. City of Newport Beach Municipal Code. Chapter 21.30B— Habitat Protection. Accessed on December 16, 2020. https://www.newportbeachca.gov/pin/LCP/LCP—Zoning/24_Chapter%2021.30B/ 20- 20Habitat%20Protection.pdf Federal Interagency Committee for Wetland Delineation. 1989. Federal Manual for Identifying and Delineating Jurisdictional Wetlands. U.S. Army Corps of Engineers, U.S. Environmental Protection Agency, U.S. Fish and Wildlife Services, and U.S.D.A. Soil Conservation Service. Washington, D.C. Cooperative Technical Publication. Fish and Game Code (FGC). 2003. Division 3. Fish and Game Generally (2000 — 2948]. Chapter 10. Natural Community Conservation Planning Act [2800 — 2835]. Natural Community Conservation Planning Act. Repealed and added by Stats. 2002, Ch. 4, Sec. 2. Effective January 1, 2003.) Orange County Public Works. 2015. Vertical Control Data Sheet O.C.S. 1995 Adjustment. Designation: 1E-116-99. Revised on April 8, 2015. Accessed on December 12, 2020. http://prg.ocpublicworks.com/documents/ocsurvey/005/ 20Data%20Sheets/Vertical/1E-116- 99.pdf U.S. Congress. "Rivers and Harbors Appropriation Act of 1899. Section 10. 33 U.S.C. 403. MTS 12-47 Initial Resource Survey Newport Beach Junior Lifeguards Appendix A: Project Plans MTS January 2021 A-1 12-48 NEWPORT BEACH JUNIOR LIFEGUARD BUILDING PARIS, BEACHES AND RECREATION COMMISSION 1 06 OCTOBER 2020 JKAe f f k a t z ARCHIITECTURE Q!sW P024;'O @� � r a u r.. FgRN�' 12-49 LOCATION MAP EXISTING LOT VICINITY MAP NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SGHEMATIG DESIGN/CITY SUBMITTAL �7NE-10/06/2020 2 J� //�� iC d � Z la.i inMARCHlTECTURE '. 12-50 9•ii]4 GQxu�� , EXISTING LOT VICINITY MAP NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SGHEMATIG DESIGN/CITY SUBMITTAL �7NE-10/06/2020 2 J� //�� iC d � Z la.i inMARCHlTECTURE '. 12-50 OVERALL SITE AREA NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL�(/� i e f f k a t z UTE 10/06/2020 JKAARCHITECTURE s. a .. 12-51 SITE PLAN .7� 6'A51 _ Frsn� rn�icxs xaoo sF � F] 17 AFt��.,Eo r�cri�c *'sss PAr utl:.� 6XEw lRVCES / i ! SECTION---____-- a Iens,wosowu�w.wr - - cvsrE.c io' o-w+n 0.p 1]OO SF I r., /`` l�t0[FURAAHCF /tMYr NEWPORT BEACH JUNIOR LIFEGUARD BUILDING -SCHEMATIC DESIGN/CITY SUBMITTAL aAl( 10/00/2020 4 1F2N ]aLt stew SihtE3 fEl P4iMWG N J��((�� e f f k a t z r3 �W,ARCHITECTURE 12-52 CONCEPT - FLOOR PLAN SGEWALK �" PVBUGART PLANTER / WAl2 -� a iNMP - °N nN " RAMP E woLL LIASI f ! < REGElROM 7A.0ESIROOM�MlOM ' SIpRAGEIIS StIPESS'IfOR/t SHADESrAFF TRUCTDRE ,� �lSI SIDEWALK / Ip3 ISO SF I - IOCSf 4 3005E - ..'. k{ALL IVd - -• F.R r.•. JMSF 4'!'-".'T 3 _ _ �' _1<.•T '-: �" RESTlOOMl; IRWROOMJ I 116 4...... T, •-• •�• �: - SHOWER... "SHOWER -709 MECN. iI) ,f�.,_r`t1 L_S '' J� Iltl'. 1155K 1155E '.t. 105F X051 orH_ 1 DOCK ! COVEREO DECK 17t �� -i M@T1NG R41 Mei�/GG P, M ` 13155E 39DSF" `•'�K'•�TI� �'�T BADE "Spn-LL: MEN510CKER _ SF" 109 ...... _RDLL.UP - "'ME .,f r Li 5 LO KIR 1 � E i SIOtAG675 5F MEWALK NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL oar Vosr2020 5 LEGEND RESiROOMS A LOCKHS- =iq PT ADMIN.LEVlHTSPACE- F,950 SO. FT. MERIGR CtRCD1ADON. = SQ. R. F%TE- U ERENT SPACE L DECK - I,)05 SO. Fl. KnCK J8REAKROOM LCAIERING- m SO. FT. 11E% SPACE - LOCKERS L MORAGE. TIS SO- R VIILNT ANGSIORAGE AREAS I.Sm SQ R N J e f f t: at z OQ JKAARCHITECTURE 12-53 CONCEPT - BUILDING SECTION NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL �(� j e f f k a t z JnI�►ARCHITE=CTURE; w 12-54 CONCEPT - BUILDING ELEVATIONS WEST ELEVATI QR NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL DATE V/0612020 JKAe€€ k a E z ARCHITECTURE 12-55 CONCEPT - BUILDING ELEVATIONS SOUTH ELEVATION NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL DATE 10/0012020 F k t z !� JKAARCHIT ECTURE 12-56 CONCEPT - BUILDING ELEVATIONS EAST ELEVATION NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL DAIE IUR612920 J�[ /� P f k a r z fwARCHITECTURE 12-57 CONCEPT - BUILDING ELEVATIONS NORTH ELEVATION NEWPDRT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL WE 10/0612020 J e F F {< a t z OQ JKAARCIiITECTURE 12-58 CONCEPT - RENDERINGS EXTERIOR BIRDS EYE VIEW NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL DATE 10!06/2020 11 J"l e F f k a t z ARCHITECTURE I 12-59 CONCEPT - RENDERINGS EX7ERIOR VIEW? NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/GITY SUBMITTAL DATE: 10706/21320 J"Te f f k a t z ARCHITECTURE 12-60 CONCEPT - RENDERINGS - EXTERIOR VIEW 3 NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL UTE E 10/06/2023 13 u J"e F II k a t z ARCHlTECTURE '� w,.a' 12-61 CONCEPT - RENDERINGS 000 .."11L+�" ��jQ�} 9 I EXTERIOR VIEW 4 NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC CESIGN/CITY SUBMITTAL Mil &0612M 14 ��[[ e f f k a t z 09'.JKAARCHITECTURE 12-62 CONCEPT - RENDERINGS INTERIOR VIEW 1 NEWPDRT BEACH JUNIDR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL OAie 10/06/2020 e f f k a t z J"ARCHITECTURE a ° _ 12-63 CONCEPT - RENDERINGS ntru,>." NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL BYTE 13/05/2020 JKA��(( e f f k a t z ARCHITECTURE 12-64 OVERALL SITE PLAN MAIN PARKING LOT OVERALL PARKING ANALYSIS (AREA Al A STREET LOT' l- REMOVED PARKING: 43 1 � _1— —�: • _ J� � — l Ir�i;!li l 111,1 I —�• ��o � � IT� �� '. 111'I I I i—L.tYa—, rx'�j 24 2.200 SO. FT. MAIN LOT: 11 EXISTING DECK: REMOVED PARKING: TITTill11111 lifl1�11441Iit1 1,200 SO. PT. ADDED PARKING: 12 B STREET LUf: REMOVED PARKING: 0 s • � l�11ikIIIV1 IIIVI III 11111111• _ �. • -'- 10 I i MAIN PARKING LOT (AREA 81 NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL A STREET LOT 1 1 • �I I I I _L, 1 •I- ,� —__ B STREET LOT T8 N TOTALAUOEU: 46 INET POSITIVE OF 3 PARKING SPACESI i"��(( //�� 2 r f k a t z A: RCHITECTl1RE 12-65 OVERALL PARKING ANALYSIS EXISTING STORAGE: A STREET LOT' p 650 SO. FT. REMOVED PARKING: 43 Q EXISTING TRAILERS: ADDED PARKING; 24 2.200 SO. FT. MAIN LOT: EXISTING DECK: REMOVED PARKING: 0 1,200 SO. PT. ADDED PARKING: 12 B STREET LUf: REMOVED PARKING: 0 ADDED PARKING: 10 N TOTALAUOEU: 46 INET POSITIVE OF 3 PARKING SPACESI i"��(( //�� 2 r f k a t z A: RCHITECTl1RE 12-65 OVERALL ANALYSIS MAIN LRT A STREET LOT -�- LJIL-L --L- --� j _ _ --- 81 I I I I _�--, I •I � -1 i' I I i i II ro cln�s,: II � � {`I\\-1 � �rL � 3 .,l �I L 5 NEWPORT BEACH JUNIOR LIFEGUARD BUILDING SCHEMATIC DESIGN/CITY SUBMITTAL DzAIE:10/06/2020 IB B STREET LOT L 7 I sfi1 �I:i 3 � _: N LEGEND F ; EXISTING •� ! --� 1 NEW I L OVERALL AREA ANALYSIS O REMOVED PARKING: 43 ADDED PARKING: 46 Q3 REMOVED PARK SPACE: 4,200 S4- FT. ®REMOVED TREES: 26 6 O ADDED TREES: 26 -� ©REGAINED PUBLIC BEACH AREA: 4.009 SO. FT. Q7 REMOVED LANDSCAPING: 4.1 OD SO. FT. ® ADDED LANDSCAPING 1,230 SO. FT. O9 RELOCATED FABLES & BENCHES: 2 jme f f k a t z a ARCHITECTURE 12-66 THANK YOU! QUESTIONS? PARKS, BEACHES AND RECREATION COMMISSION ! 06 OCTOBER 2020 iy�,W POR JKAARCHITECTURE u s 12-67 Exhibit C Preliminary Water Quality Management Plan 12-68 NQN-STRUCTURAL BMP & rwr �I IPw>A�w Oi r t S4r..SrK a n� 4tRn ...ns ..n • TR T RA MP• LECEND o rao.u.ar wu a 3 I I I I ' I 4 1 I �J wa- asls a N=ucs arNc�µwK ,. >•[ ..n. n w�.a v.t � w .dw.n�. ,w°i"e i ' xi wnw.....�.. e,. n:..m '_ fit �w II O- ruN NI uroc .' • ..wm.+.w m ia.n re.. �..��.• ... a .n.u,r � ruu.. ao rt w ae JUOR LIFEGUARD 6UILUING PROJRCT �. iFd rY'�i4i .... 41rQFuEWppgT9EACH xxxxxx • �s�c �.on(s orr.arurrn wn t a t 12-69 WQ XX -X)00( Preliminary Water Quality Management Plan (WQMP) Project Name: Newport Beach Junior Lifeguard 50 Main Street Newport Beach, CA 92661 Prepared for: City of Newport Beach 100 Civic Center Dr. Newport Beach, CA 92660 Prepared by: BKF Engineers 4675 MacArthur Court, Suite 400 Newport Beach, CA 92660 (949) 526-8460 Preliminary WQMP Prepared: February 4, 2021 12-70 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Project Owner's Certification Planning Application No. f TBD (If applicable) TBD Grading Permit No. ..-.-_.-�_. '. Tract/Parcel Map and Building Permit No. _-- - -. ----- -�%TBD Lot(s) No. Address of Project Site and APN (If no address, specify Tract/ Parcel Map and Lot Numbers) This Water Quality Management Plan (WQMP) has been prepared for the City of Newport Beach by BKF Engineers. The WQMP is intended to comply with the requirements of the County of Orange 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, including the ongoing operation and maintenance of all best management practices (BMPs), 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: Tide Owner Company City of Newport Beach Address Email Telephone # I understand my responsibility to implement the provisions of this WQMP including the ongoing operation and maintenance of the best management practices (BMPs) described herein. Owner Signature Date JUNIOR LIFEGUARD BUILDING PROJECT Owner's Certification Page i 12-71 Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Preparer (Engineer): Bruce Kirby, P.E. Title Project Manager PE Registration # 42393 Company BKF Engineers 4675 MacArthur Court, Suite 400 Address Newport Beach, CA 92660 Email bkirby@bkf.com Telephone # (949) 526-8460 I hereby certify that this Water Quality Management Plan is in compliance with, and meets the requirements set forth in, Order No. R8-2009-0030/ NPDES No. CAS618030, of the Santa Ana Regional Water Quality Control Board. Prepares Signature Date 2/4/21 eg05ESsto Place o y�� w, ke pyo Stamp M No. C 42393 � Here CML sr�ff OF CPur`C�� JUNIOR LIFEGUARD BUILDING PROJECT Owner's Certification Page ii 12-72 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Contents Section I Section II Section III Section IV Section V Section VI Section VII Appendices Page No. Permit(s) and Water Quality Conditions of Approval or Issuance ...........1 ProjectDescription...................................................................................3 SiteDescription........................................................................................8 Best Management Practices(BMPs).......................................................12 Inspection/ Maintenance Responsibility for BMPs.................................29 BMP Exhibit (Site Plan)..........................................................................34 Educational Materials.............................................................................35 Appendix A..................................Checklist for Categorizing Development and Significant ................................................Redevelopment Projects As "Priority" or "Non -Priority" Appendix B ...... .. Technical Guidance Document (TGD) NRCS Hydrologic Soils Group Map Appendix C................................Technical Guidance Document (TGD) Rainfall Zones Map Appendix D .................Technical Guidance Document (TGD) Geotechnical Hazards Maps Appendix E........................................................................Infiltration Feasibility Checklist AppendixF................................................................................................Percolation Test Appendix G........................................Low Impact Development (LID) Sizing Calculations Appendix H....................................................................................BMP Exhibit (Site Plan) AppendixI.................................................................................................BMP Fact Sheet Appendix 3 .................................................BMP Operations and Maintenance (O&M) Plan AppendixK ...... ........................................................................ Hydromodifcation Analysis AppendixL.......................................................Geotechnical Report (For Reference Only) JUNIOR LIFEGUARD BUILDING PROJECT Table of Contents Page iii 12-73 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Section I Permit(s) and Water Quality Conditions of Approval or Issuance Provide discretionary or grading/ building permit information and water quality conditions of approval, or permit issuance, applied to the project. If conditions are unknown, please request applicable conditions from staff. Refer to Section 2.1 in the Technical Guidance Document (TGD) available on the OC Planning website (ocplanning.net). Permit/ Application No. (If applicable) Address of Project Site (or Tract Map and Lot Number if no address) and APN Project Infonlation Grading or Building TBD Permit No. (If applicable) 50 Main Street Newport Beach, CA 92661 Water Quality Conditions of Approval or Issuance [WQoij Prior to the issuance of any grading or building permits, the applicant shall submit for review and approval by the Manager, Permit Services, a Water Quality Management Plan (WQMP) specifically identifying Best Management Practices (BMPs) that will be used onsite to control predictable pollutant runoff. The applicant shall utilize the Orange County Drainage Area Management Plan (DAMP), Model WQMP, and Technical Guidance Manual for reference, and the County's WQMP template for submittal. This WQMP shall include the following: Water Quality - Detailed site and project description Conditions of Approval ' - Potential stormwater pollutants or Issuance applied to _ post -development drainage characteristics ibis project. (Please list verbatim.) - Low Impact Development (LID) BMP selection and analysis - Structural and Non -Structural source control BMPs - Site design and drainage plan (SMP Exhibit) - GIS coordinates for all LID and Treatment Control BMPs - Operation and Maintenance (O&M) Plan that (i) describes the long-term operation and maintenance requirements for BMPs identified in the BMP Exhibit; (2) identifies the entity that will be responsible for long-term operation and maintenance of the referenced BMPs; and (3) describes the mechanism for JUNIOR LIFEGUARD BUILDING PROJECT Section Page J 12-74 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project JUNIOR LIFEGUARD BUILDING PROJECT Section I Page 2 12-75 funding the long-term operation and maintenance of the referenced BMPs The BMP Exhibit from the approved WQMP shall be included as a sheet in all plan sets submitted for plan check and all BMPs shall be depicted on these plans. Grading and building plans must be consistent with the approved BMP exhibit. i Conceptual WQMP Was a Conceptual Water Quality Management Plan No conceptual Water Quality Management Plan was previously approved for previously approved for this project. this project? Watershed -Based Plan Conditions Provide applicable conditions from watershed - WIHMP for Newport Bay has not been approved at this time. based plans including WIHMPs and TMDLS. JUNIOR LIFEGUARD BUILDING PROJECT Section I Page 2 12-75 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Section II Project Description II.1 Project Description Description of Proposed Project The proposed Junior Lifeguard Building Project, hereon referred to as "Project", is considered a Priority Development Project. The following conditions have triggered the WQMP for the North Orange County Permit Area for Priority Projects: • New development projects that create 10,000 square feet or more Development Category of impervious surface. This category includes commercial, (From Model WQMP, industrial, residential housing subdivisions, mixed-use, and Table 7.11-2; or -3): public projects on private or public property that fails under the planning and building authority. • Parking lots 5,000 square feet or more including associated drive aisle, and potentially exposed to urban stormwater runoff. See Appendix A for more information .....................................................................................................................,................................................. Project Area (ftz): 36,872 Number of Dwelling Units: N/A SIC Code: ................................................. ..........................................................y............................................................. Pervious Impervious .............................. L. ........................... i............................................................. Project Area Area Area Percentage Percentage (acres or sq ft) (acres or sq ft) ...............................................:.............................:..........................¢................................................. Pre -Project Conditions 10,376 sq ft 28% 26,496 sq ft 72% ............................................................................................................................................................. Post -Project Conditions 4,097 sq ft 11% 32,775 sq ft 89% ............................................................................................................................................................. Existing Conditions: The Project's existing drainage pattern is handled via sheet Flow. A portion of the site drains south over the parking lot surface and discharges over a curb cut onto the sand of the adjacent beach area. The remaining portion drains to the north onto A St and is eventually captured into the nearest catch basin. Drainage Proposed Conditions: Patterns/ Connections The Project's proposed drainage pattern is designed to convey flows similar to the existing conditions. Stormwater on the south side will drain toward the south and collect into a grate inlet catch basin. The remaining portion of the site will drain away from the proposed building and surface flow to the north along a ? valley gutter located at the center of the drive aisle. Several grate inlets will be installed along the valley gutter to capture the runoff underground and divert them it a treatment BMP. The runoff will be treated for the stormwater volume ........................................................................................................................................................................ JUNIOR LIFEGUARD BUILDING PROJECT Section II Page 3 12-76 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project ................................................ Y............................................................................... prior to discharge from the project site. .....................:........................................................................................................................ The Project is a proposed o.85 -acre site for a Junior Lifeguard building and modifications to an existing parking lot (Parking Lot A). The existing parking lot is bounded by the Newport Balboa Bike Trail and residential structures to the c north, a grass field park to the east, the beach and ocean to the south, and Balboa c Pier to the west. Narrative Project Description: (Use as much space as necessary.) The existing parking lot contains 81 parking stalls. The proposed Junior Lifeguard building will occupy the south-west corner of the project site. Construction of the proposed building, ramps, stairs and landscaping will require the removal of parking stalls on the south-west corner of the site. The drive aisle will be re- aligned to wrap around the west side of the building. Additional parking stalls will be installed by expanding the parking lot to the west. JUNIOR LIFEGUARD BUILDING PROJECT Section II Page 4 12-77 Priority Project Water Quality Managernent Plan (WQMP) Junior Lifeguard Building Project 11.2 Potential Stormwater Pollutants Urban runoff from a developed site and stormwater pollution associated with the runoff has the potential to contribute pollutants to the municipal storm drain system and ultimately to the tributary receiving waters. Pollutants that are commonly associated with urban development include suspended solids/ sediment, nutrients, metals, microbial pathogens, oil and grease, toxic organic compounds, and trash and debris. The pollutants of concern for a specific project are based upon the pollutants identified by regulatory agencies as impairing receiving waters, and pollutants that are anticipated or potentially could be generated by the project based on the proposed land uses. Pollutants of Concern Check One for each: I✓—Expected to Pollutant = x concern Additional Information and Comments N=Not Expected to be of concern Suspended -Solid/ Sediment E N N ❑ Nutrients E N N [I Heavy Metals E ® N F] Pathogens (Bacteria/ Virus) EN N ❑ Pesticides 1 E ® N ❑ Oil and Grease ; E N ` N ❑ Toxic Organic Compounds E N N ❑ Trash and Debris E N N El JUNIOR LIFEGUARD BUILDING PROJECT Section II Page 5 12-78 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project II.3 Hyrologic Conditions of Concern A Hydrologic Conditions of Concern (HCOC) is a combination of upland hydrologic conditions and stream biological and physical conditions that presents a condition of concern for physical and/or biological degradation of streams. ® No ❑ Yes According to Figure 4 in Appendix D, the project site is not located in a potential area of erosion, habitat, and physical structure susceptibility. Therefore, HCOCs are not considered to exist and the downstream conveyance is not susceptible to hydromodification impacts. See Appendix D for Susceptibility Map. IIA Post Development Drainage Characteristics The Project's proposed drainage pattern is designed to convey flows similar to the existing conditions. Stormwater on the south side will drain toward the south and collect into a grate inlet catch basin. The remaining portion of the site will drain away from the proposed building and surface flow to the north along a valley gutter located at the center of the drive aisle. Several grate inlets will be installed along the valley gutter to capture the runoff underground and divert it into a treatment BMP. The runoff will be treated for the stormwater volume prior to discharge from the project site. The discharged storm water will ultimately discharge into the Newport Bay. II.S Property Ownership/ Management The property ownership/management for this project is the City of Newport Beach. JUNIOR LIFEGUARD BUILDING PROJECT Section II Page 6 12-79 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Section III Site Description III.1 Physical Setting Fill out table with relevant information. Refer to Section 2.3.1 in the Technical Guidance Document (TGD). Name of Planned Community/ Planning Junior Lifeguard Building Area (if applicable) Location/ Address 50 Main Street Newport, CA 92661 Existing Land Use: General Plan Land Use Parking Lot Designation ` Proposed Land Use: Parking lot and Junior Lifeguard Building Existing Zone: Public Facilities (PF) Zoning Proposed Zone: Public Facilities (PF) Acreage of Project Site 10.85 Acres Predominant Soil Type Hydrologic Soil Group D JUNIOR LIFEGUARD BUILDING PROJECT Section III Page 7 12-80 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project III.2 Site Characteristics Site Characteristics 24 Hour, 8516 Percentile Rainfall Precipitation Zone Storm Depth = 0.65 inches See Appendix C for additional information Topography The site topography is relatively flat, ranging from 1% to a%. The existing site consists of a parking lot and adjacent sidewalk and landscape. Existing Conditions: The Project's existing drainage pattern is handled via sheet flow. A portion of the site drains south over the parking lot surface and discharges over a curb cut onto the sand of the adjacent beach area. The remaining portion drains to the north onto A St and is eventually captured into the nearest catch basin. Proposed Conditions_: Drainage Patterns/ Connections The Project's proposed drainage pattern is designed to convey flows similar to the existing conditions. Stormwater on the south side will drain toward the south and collect into a grate inlet catch basin. The remaining portion of the site will drain away from the proposed building and surface flow to the north along a valley gutter located at the center of the drive aisle. Several grate inlets will be installed along the valley gutter to capture the runoff underground and divert it into a treatment BMP. The runoff will be treated for the stormwater volume prior to discharge from the project site. See Appendix L far additional information. Geotechnical Conditions During the Geotechnical Investigation, groundwater was encountered in borings Bi and B2 at depths of 7 and 6 feet below the existing ground surface, {relevant to infiltration} respectively. JUNIOR LIFEGUARD BUILDING PROJECT Section III Page 8 12-81 The underlying soil on site is predominantly Soil Group D. Based on the geotechnical field investigation and published geologic maps of the area, the Soil Type, Geology, and site is underlain by artificial fill and Holocene age beach deposits that are in Infiltration Properties turn underland by Pleistocene age marine deposits. See Appendix L for additional information. --.----------- _ _ __...... __ ....._ _. _. __..__.....--._..................................................— ...... .............. ._....... _.................. Review of the Seismic Hazard Zone Report for the Newport Beach Quadrangle Hydrogeologic indicates that the historically highest groundwater level in the area is less than io feet beneath the ground surface. During the Geotechnical Investigation, (Groundwater) groundwater was encountered in borings Bi and Bz at depths of'7 and 6 feet Conditions below the existing ground surface, respectively. See Appendix L far additional information. Geotechnical Conditions During the Geotechnical Investigation, groundwater was encountered in borings Bi and B2 at depths of 7 and 6 feet below the existing ground surface, {relevant to infiltration} respectively. JUNIOR LIFEGUARD BUILDING PROJECT Section III Page 8 12-81 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project ----- --- ---------- - --- - - -._....... ... _......................... _............. ----- - ---- __ _-------- --_ __ See Appendix L for additional information. Off -Site Drainage N/A ... ... ............ ......... ................. ._........... ......... ------------- ---—._...._....._..--_--•--._._._._._._.__......._._..................................... ____.___...–....... _.__.________.__.___.._._..__..._.._.__.____.__......................_ Utility and Infrastructure ` The Project will connect to existing sewer and water lines in main street, from Information the south-west corner of the project site. III.3 Watershed Description Fill out table with relevant information and include information regarding BMP sizing, suitability, and feasibility, as applicable. Refer to Section 2.3.3 in the Technical Guidance Document (TGD). ' Receiving Waters Drainage from the Project discharges into Newport Bay. JUNIOR LIFEGUARD BUILDING PROJECT Section III Page 9 12-82 Newport Bay has the following 303(d) listed impairments: 303(d) Listed Impairments Toxicity • Other Organics ._......... ..................... ._._...._..........._._._......... __........................... --- .... ................ .... ........................................................................................................_.......-....--.----------------- - - -- -- - -- --- Applicable TMDLs for this Project are: • Bacteria Indicators/ Pathogens (Implementation Phase) • Metals (Technical TMDLs) Applicable TMDLs • Nutrients (Implementation Phase) • Pesticides (Technical TMDLs and Implementation Phase) • Turbidity/Siltation (Implementation Phase) ...................... ... ... ... ... ... _.-_._.......... ........._........... ...... ...... ... ...... _.______.............. .._..__........._._._.-.---.------------__._._.__.___.__.__.__.................. Based on the proposed Project land use and anticipated operations may lead to the anticipated pollutants of concern: • Suspended -Solid/ Sediment • Nutrients Pollutants of Concern for Heavy Metals the Project • Pathogens (Bacteria/Virus) • Pesticides • Oil and Grease • Toxic Organic Compounds JUNIOR LIFEGUARD BUILDING PROJECT Section III Page 9 12-82 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project ................... ....................................... _.......... ..........._._._._._._.......... _.._......__._.......... ._._._............ ................... _...._............._...._...._._._._............. _.......... _.... _._.... _.... _..................... -- • Trash and Debris Environmentally Sensitive The Project is not located within an environmentally sensitive and special and Special Biological biological significant area. Significant Areas See Appendix D for additional information. JUNIOR LIFEGUARD BUILDING PROJECT Section III Page 10 12-83 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Section IV Best Management Practices (BMPs) IV. 1 Project Performance Criteria (NOC Permit Area only) Is there an approved WIHMP 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 WIHMP feasibility criteria or regional/sub-regional LID opportunities. JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 11 12-84 Proja2 OLt nnce CKMmU If HCOC exists, list applicable hydromodification Based on the susceptibility map from Figure XVI -3d of the TGD, the control performance criteria (Section See Appendix D for Susceptibility Map. 7.II-2.4.2.2 in MWQMP) ... ... ............................................. _............ _._.................................................................................................................................................................... ............_.......-.........................................................................-...---.................... Based on the Model WQMP Section 7.11-2.4.3, the following performance criteria for LID implementation have been established for the North Orange County Permit. Priority Projects must infiltrate, harvest and use, evapotranspire, or biotreat/biofilter List applicable LID the 85 h Percentile, 24 -Hour storm event (Design Capture Volume). For the proposed Project, the 8S`h Percentile, 24 -Hr design storm depth is o.6s inches. performance criteria (Section Per the Geotechnical Report, groundwater was encountered at depths of 6 and 7 feet 7.II-2.4.3 from below existing ground surface at the boring locations. At the time of this report, a MWQMP) percolation test has not been performed. Due to the groundwater constraints, it is anticipated that infiltration is not feasible. Therefore, the proposed Project will utilize a Biotreatment BMP. To implement the Biotreatment BMP, the proposed Project will utilize a bioretention basin, sized for treatment of the 85�h Percentile, 24 -Hr storm event. JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 11 12-84 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project List applicable treatment control BMP performance Biotreatment BMP utilized: criteria (Section Bioretention Basin 7.11-3.2.2 from f MWQMP) f SIMPLE DESIGN CAPTURE VOLUME SIZING METHOD (WORKSHEET B) 1. Determine the design capture storm depth used for calculating volume 1 Enter design capture storm depth from Figure 111.1 d = 0.65 inches 2 Enter the effect of provided HSCs (Worksheet A) d+j5C = 0 inches Calculate the remainder of the design capture storm depth (Line 3 dr,—.dK = 0.65 inches 1 -Line 2} Calculate LID design Storm 2. Calculate the DCV 1 Enter Project Area Tributary to BMP(s) A = 0.85 acres capture volume 2 Enter Project Imperviousness imp = 0.89 for Project. 3 Calculate runoff coefficient C = 0.82 c = cogs x imp) + U5 4 Calculate runoff volume V,,,, , = 1640 cu -ft Vary„ _ (C x d,_,,,,dn x A x 43560 x {1/12)) See Appendix G for LID Calculations JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 12 12-85 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project N.2. Site Design and Drainage Refer to Section 2.4.2 in the Technical Guidance Document (TGD). Site Design Practices: The Project utilizes the following BMPs: • Bioretention The project site is approximately 0.85 Acres. Due to the configuration on this project, there are little opportunities to implement other site design practices. BMP Incorporation: The site is designed to incorporate BMPs by utilizing on-site storm drainage systems to convey impervious areas (i.e. AC pavement, concrete, roof, etc.) into a biofiltration BMP that treats the 85 h Percentile storm. Excess storm water discharges through an overflow into the existing street adjacent to the project. DMA Characteristics: Drainage Area DCV GIS Management (Acres) LID BMP Used (cu -ft) Coordinates Area Lat: 33.6oio8° DMA i o.85 Bioretention cu -ft Long: -117.8991' See Appendix H for additional information. JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 13 12-86 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project N.3 LID BMP Selection and Project Conformance Analysis IV.3.1 Hydrologic Source Controls (HSCs) Hydrologic Source Controls on the project were incorporated at the schematic design level to reduce the amount of stormwater runoff from the development. Name Included? Localized on -lot infiltration ❑ Impervious area dispersion (e.g. roof top disconnection) ❑ 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: ❑ Other: ❑ Other: ❑ Other: ❑ Other: ❑ Other: ❑ JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 14 12-87 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project IV.3.2 Infiltration BMPs Infiltration refers to the physical process of percolation, or downward seepage, of water through a soil's pore space. As water infiltrates, the natural filtration, adsorption, and biological decomposition properties of soils, plant roots, and micro-organisms work to remove pollutants prior to the water recharging the underlying groundwater. Infiltration can provide multiple benefits, including pollutant removal, peak flow control, groundwater recharging, and flood control. Name Bioretention without underdrains Included? ❑ Rain gardens ❑ Porous landscaping ❑ Infiltration planters ❑ Retention swales ❑ Infiltration trenches ❑ Infiltration basins ❑ Drywells Subsurface infiltration galleries ❑ French drains ❑ Permeable asphalt ❑ Permeable concrete ❑ Permeable concrete pavers ❑ Other: ❑ Other: ❑ Based on the Geotechnical Report, groundwater was encountered at depths of 6 and 7 feet at the boring locations. Therefore, infiltration is not feasible. JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 15 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs Harvest and Use BMPs are LID BMPs that capture and store stormwater runoff for later use. These BMPs are engineered to store a specified volume of water and have no design surface discharge until this volume is exceeded. The utilization of capture water used should comply with codes and regulations and should not result in runoff to storm drains or receiving waters. Potential uses of captured water may include irrigation demand, indoor non -potable demand, industrial process water demand, or other demands. Name Included? All HSGs; See Section I V.3.1 ❑ Surface -based infiltration BMPs ❑ Biotreatment BMPs ❑ Above -ground cisterns and basins ❑ Underground detention ❑ Other: ❑ Other: ❑ Other: ❑ JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 16 12-89 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project SUMMARY OF HARVESTED WATER DEMAND AND FEASIBILITY (WORKSHEET J) 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? d = 0.65 linches 6 What is the project size? A = 0.85 lac ac 7 What is the acreage of impervious area? IA = 0.75 For projects with multiple types of demand ( toilet flushing, indoor demand, and/or other demand) What is the minimum use required for partial capture? 8 9Pd able X.6 of TDG 9 What is the project estimated wet season total daily use? gpd 10 Is partial capture potentially feasible? (Line 9 > Line 8?) For projectsonly toiletdemand What is the minimum TUTIA for partial capture? (Table X.7 of 11 TGD) 12 What is the project estimated TUTIA? 13 Is partial capture potentially feasible? (Line 12 > Line 11?) For projects with only •. • • What is the minimum irrigation area required based on 14 conservation landscape design? (Table X.8 of TGD) 0.54 ac What is the proposed project irrigated area? (multiply 15 conservation landscaping by 1; multiply active turf by 2) 0.09 ac 16 lIs partial capture potentially feasible? (Line 15 > Line 14?) NO Based on the Summary of Harvested Water Demand Feasibility worksheet, Evapotranspiration/rainwater harvesting is infeasible. IV.3.4 Biotreatment BMPs Biotreatment BMPs are a broad class of LID EMI's that reduce stormwater volume to the maximum extent practicable, treat stormwater using a suite of treatment mechanicsms characteristic of biologically active systems, and discharge water to the downstream storm drain system or directly to receiving waters. JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 17 12-90 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Name Included? Bioretention with underdrains Stormwater planter boxes with underdrains Rain gardens with underdrains ❑ Constructed wetlands ❑ Vegetated swales ❑ Vegetated filter strips ❑ Proprietary vegetated biotreatment systems ❑ Wet extended detention basin ❑ Dry extended detention basins ❑ Other: Cartridge Media Filter ❑ Other: ❑ JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 18 12-91 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project IV.3.5 Hydromodification Control BMPs See Section 5 of the Technical Guidance Document (TCD). Hydromodification Control BMPs BMP Name F BMP Description IV.3.6 Regional/Sub-Regional LID BMPs Regional/Sub-Regional LID BMPs Low Impact Design has been incorporated in the project design to mitigate the effects of the development prior to discharging from the site. As a result, the proposed Project will not require treatment through the Regional/Sub-Regional LID BMPs, JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 19 12-92 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project IV.3.7 Treatment Control BMPs Treatment control BMPs can only be considered if the project conformance analysis indicates that it is not feasible to retain the full design capture volume with LID BMPs. Treatment Control BMPs BMP Name BMP Description JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 20 12-93 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project IV.3.8 Non-structural Source Control BMPs Fill out non-structural source control check box forms or provide a brief narrative explaining if non- structural source controls were not used. Non -Structural Source Control BMPs Check One If not applicable, state brief Identifier Name Not Included reason Applicable N1 Education for Property Owners, ® ❑ Tenants and Occupants ........................................................................................................................................................... N2 Activity Restrictions M ❑ ........................................................................................................................................................... N3 Common Area Landscape ® ❑ Management ........................................................................................................................................................... N4 BMP Maintenance ® ❑ ........................................................................................................................................................... N5 Title 22 CCR Compliance (How M ❑ development will comply) ........................................................................................................................................................... Project does not discharge any N6 Local Industrial Permit Compliance ❑ ® fuel and other areas of concern to public properties ........................................................................................................................................................... N7 Spill Contingency Plan ® ❑ ........................................................................................................................................................... Project does not propose any N8 Underground Storage Tank ❑ ® underground storage tanks that Compliance will store hazardous materials ........................................................................................................................................................... N9 Hazardous Materials Disclosure ® ❑ Compliance ........................................................................................................................................................... N10 Uniform Fire Code Implementation ® ❑ . .. .Nll...... Common Area Litter Control ............. ... . ... ®..,.. . ... ❑...... ....................... .. ........................................................................................................................................................... N12 Employee Training ® ❑ ........................................................................................................................................................... N13 El ® Project does not propose any Housekeeping of Loading Docks loading docks ........................................................................................................................................................... N14 Common Area Catch Basin Inspection ® ❑ ................................................................................................................. Street Sweeping Private Streets and L Parking Lots ............................................................................................................................................. ❑ ® Project does not propose ant' Retail Gasoline Outlets gasoline facilities or outlets JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 21 12-94 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project IV.3.9 Structural Source Control BMPs Fill out structural source control check box forms or provide a brief narrative explaining if structural source controls were not used. Structural Source Control BMPs Check One Identifier Name �Ot If not applicable, state brief Included Applicable reason S1 Provide storm drain system stenciling M ❑ and signage Design and construct outdoor material S2 storage areas to reduce pollution ® ❑ introduction Design and construct trash and waste S3 storage areas to reduce pollution ® ❑ introduction Use efficient irrigation systems & S4 landscape design, water conservation, M ❑ smart controllers, and source control S5 Protect slopes and channels and ® ❑ provide energy dissipation Incorporate requirements applicable to individual priority project categories ® ❑ (from SDRWQCB NPDES Permit) S6 Dock areas ❑ ® Project does not propose dock areas S7 Maintenance bays ❑ ® Project does not propose maintenance bays S8 Vehicle wash areas ❑ ® Project does not propose vehit le wash areas S9 Outdoor processing areas ❑ ® Project does not propose an outdoor processing areas 510 Equipment wash areas ❑ ® Project does not propose equipment wash areas 511 Fueling areas ❑ ® Project does not propose a fueling area 512 Hillside landscaping ❑ ® Project is not on a hillside S13 Wash water control for food ❑ ® Project does not propose a food preparation areas preparation area S14 Community car wash racks ❑ ® Project does not propose a community car wash JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 22 12-95 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project IV.4 Alternative Compliance Plan (If Applicable) Refer to Section 7.113.0 in the WQMP. IV.4.1 Water Quality Credits Refer to Section 3.1 of the Model WQMP for description of credits And Appendix VI of the Technical Guidance Document (TGD) for calculation methods for applying water quality credits. Description of Proposed Project Project Types that Qualify for Water Quality Credits (Select all that apply): r--_---_________-__-_,-________-_______r________________________-_______________________________-____________-____-_ ❑Redevelopment i ❑Brownfield redevelopment, meaning ❑ Higher density development projects which projects that reduce the ! redevelopment, expansion, or reuse of real i include two distinct categories (credits can only overall impervious property which may be complicated by the i be taken for one category): those with more footprint of the project presence or potential presence of hazardous than seven units per acre of development (lower site. substances, pollutants or contaminants, and credit allowance); vertical density which have the potential to contribute to developments, for example, those with a Floor adverse ground or surface WQ if not i to Area Ratio (FAR) of 2 or those having more i redeveloped. i than 18 units per acre (greater credit allowance). -------- ---------- --�_—_1____--------- — --------------- T____--__—_� ❑ Mixed use development, such as a i ❑ Transit -oriented developments, such as a i ❑ Redevelopment projects combination of residential, commercial, mixed use residential or commercial area in an established historic industrial, office, institutional, or other land i designed to maximize access to public i district, historic uses which incorporate design principles that i transportation; similar to above criterion, but preservation area, or similar can demonstrate environmental benefits that i where the development center is within one ;significant city area would not be realized through single use half mile of a mass transit center (e.g. bus, rail, i including core City Center projects (e.g. reduced vehicle trip traffic with 'I light rail or commuter train station). Such areas (to be defined through the potential to reduce sources of water or air i projects would not be able to take credit for i mapping). pollution). both categories, but may have greater credit assigned - -- - - ---- —+-- -- --- ----------- ❑ Live -work ! ❑In -fill projects, the ❑Developments with i Eli developments, a variety of i conversion of empty lots Developments developments designed to i and other underused spaces dedication of undeveloped portions to i ElDevelopments in historic i support residential and i into more beneficially used in a city center i districts or !vocational needs together - spaces, such as residential parks, preservation g i p i area. i historic similar to criteria to mixed i or commercial areas. areas and other pervious i ;preservation uses. use development; would not ?areas. be able to take credit for both categories. JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 23 12-96 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Calculation of Water Quality Credits ' N/A (if applicable) IV.4.2 Alternative Compliance Plan Information Refer to Section 7.113.0 in the Model WQMP. This project does not require the use of alternative compliance methods for the treatment of stormwater runoff. JUNIOR LIFEGUARD BUILDING PROJECT Section IV Page 24 12-97 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Section V Inspection/ Maintenance Responsibility for BMPs Refer to Section 7.114.0 in the Model WQMP. BMP Inspection/ Maintenance Inspection/ Minimum Reponsible Maintenance BMP Frequency of Party(s) Activities Activities Req u i red N1. Education for Provide training to Provide minimum Property Owners, key staff; Provide training upon initial Tenants, and City of Newport Beach education material to hiring; Yearly updates Occupants occupants. of educational materials Restrict certain As required by N2. Activity activities during inclement weather of Restrictions City of Newport Beach inclement weather or changes to site increased risk of pollution conditions Provide landscape maintenance at a Routine landscape minimum of once per maintenance; tree- week or as -needed. N3. Common Area trimming; weed Tree -trimming and Landscape City of Newport Beach abatement; addition addition of fertilizer at Management of fertilizer; routine a minimum of once per year; Provide as - irrigation needed maintenance and repair of irrigation system. Provide inspections of Inspect on-site BMPs all structural and at a minimum of once N4. BMP City of Newport Beach permanent BMPs on per year; Repair or Maintenance the project site; Make provide maintenance repairs as -needed prior to each rainy season JUNIOR LIFEGUARD BUILDING PROJECT Section V Page 25 12-98 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project JUNIOR LIFEGUARD BUILDING PROJECT Section v Page 26 12-99 Provide training to Training of staff and all new employees; N5. Title 22 CCR City of Newport routine updates to Minimum of biannual Compliance Beach compliance plan updates to compliance plans and procedures Prepare a Spill Contingency Plan of N7. Spill Contingency City of Newport Prepare a Spill how occupants will Plan Beach Contingency Plan prepare for and respond to spills of hazardous materials Provide N9. Hazardous Provide disclosure documentation and Materials Disclosure City of Newport and training for training to comply Compliance Beach hazardous materials with hazardous materials procedures. Provide training on Initial building fire protection and design per OCFA emergency N10. Uniform Fire regulations; Provide procedures to all Code City of Newport routine inspections new staff. Minimum Implementation Beach of fire protectionof once yearly systems; Training to inspections of fire all staff protection systems or as -needed per OCFA codes Provide routine trash Provide regular trash pickup; regular pickup by waste inspections of facility management N11. Common Area City of Newport for litter. Provide contractor at a Litter Control Beach sufficient waste minimum of once per receptacles for the week. Daily property of inspections and clean-up occupancy maintenance staff Provide initial Provide initial training to all new training upon hiring N12. Employee City of Newport staff. Provide to all new staff. Training Beach refresher training to Minimum of once existing staff yearly refreshers to existing staff. As - JUNIOR LIFEGUARD BUILDING PROJECT Section v Page 26 12-99 Priority Project Water Quality Management Plan (WQMP) Junior lifeguard Building Project JUNIOR LIFEGUARD BUILDING PROJECT Section V Page 27 12-100 needed updates to training for key personnel Provide minimum of Conduct inspections once yearly N14. Common Area City of Newport on catch basins and inspections and Catch Basin Beach storm drain inlets cleaning of catch Inspection within the property basins and storm drain inlets Inspect parking lot areas at a minimum of once per week for Provide sweeping as accumulated N15. Street Sweeping City of Newport necessary to remove sediment or trash. Private Streets and accumulated Parking Lots. Beach sediment and litter Conduct sweeping as from parking lot area necessary but at a minimum of once per week to remove sediment and debris Provide stencilling at During project S1. Provide storm all direct inlets to the construction. Stencils drain system City of Newport storm drain system will be re -stencilled stencilling and Beach with the phrase "N° as necessary tomaintain legibility signage Dumping, Drains to but at a minimum of Ocean" once every five years There is possibility Provide transfer for oil leakage from areas where the outdoor incidental spills may Transformers. A S2. Design and occur. This includes containment construct outdoor but not limited structure is proposed material storage City of Newport enclosing the area, to capture the oil and areas to reduce Beach providing secondary stormwater in this pollution containment area and will be introduction structure, not maintained and discharge into storm discharged by a drain or street, maintenance truck to preventative prevent cross measures contamination into both sewer and JUNIOR LIFEGUARD BUILDING PROJECT Section V Page 27 12-100 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project JUNIOR LIFEGUARD BUILDING PROJECT Section V Page 28 12-101 storm drain. Conduct maintenance of containment structure monthly and after every rainstorm event. Provide regular trash pickup by waste S3. Design and management construct trash and City of Newport Clean and remove contractor at a waste storage areas Beach trash from waste minimum of one per to reduce pollution week. Daily introduction storage area inspections and clean-up by maintenance staff Inspect irrigation S4. Use efficient Provide connection system during irrigation systems & to recycled water regular weekly landscape design, City of Newport irrigation system; landscaping water conservation, Beach Repair irrigation maintenance; Repair smart controllers, system as -needed immediately to and source control prevent over irrigation or runoff S5. Protect slopes Provide routine and channels and City of Newport inspections of sloped Inspect all areas of provide energy Beach channel areas for Swale channels dissipation trash and debris Inspect the underground Routine inspection of detention basin Bioretention with City of Newport the bioretention quarterly and underdrains Beach basin for excessive following significant sedimentation and rain events for debris debris, sediments, and interior of structure conditions. JUNIOR LIFEGUARD BUILDING PROJECT Section V Page 28 12-101 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Section VI BMP Exhibit (Site Plan) VIA BMP Exhibit (Site Plan) See Appendix H for BMP Exhibit (Site Plan) VI.2 Submittal and Recordation of Water Quality Management Plan Following approval of the Final Project -Specific WQMP, three copies of the approved WQMP (including BMP Exhibit, Operations and Maintenance (O&M) Plan, and Appendices) shall be submitted. In addition, these documents shall be submitted in a PDF format. Each approved WQMP (including BMP Exhibit, Operations and Maintenance (O&M) Plan, and Appendices) shall be recorded in the Orange County Clerk -Recorder's Office, prior to close-out of grading and/or building permit. Educational Materials are not required to be included. JUNIOR LIFEGUARD BUILDING PROJECT Section VI Page 29 12-102 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project Section IAII Educational Materials Refer to the Orange County Stormwater Program (ocwatersheds.com) for a library of materials available. Please only attach the educational materials specifically applicable to this project. Other materials specific to the project may be included as well and must be attached. Education Materials Residential Material Check If Business Material Check If (http://www.ocwatersheds.com) Applicable (http://www.ocwatersheds.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 ❑ Tips for the Food Service Industry ❑ Homeowners Guide for Sustainable ❑ Proper Maintenance Practices for Your Water Use Business Household Tips ❑ Other Material Check If Attached Proper Disposal of Household ❑ Hazardous Waste Recycle at Your Local Used Oil ❑ ❑ Collection Center (North County) Recycle at Your Local Used Oil ❑ ❑ Collection Center (Central County) Recycle at Your Local Used Oil ❑ ❑ Collection Center (South County) Tips for Maintaining a Septic Tank ❑ ❑ System Responsible Pest Control ® ❑ Sewer Spill ❑ ❑ Tips for the Home Improvement ❑ ❑ Projects Tips for Horse Care ❑ ❑ Tips for Landscaping and Gardening ® ❑ Tips for Pet Care ❑ ❑ Tips for Pool Maintenance ❑ ❑ Tips for Residential Pool, Landscape ❑ ❑ and Hardscape Drains Tips for Projects Using Paint ❑ ❑ JUNIOR LIFEGUARD BUILDING PROJECT Section VII Page 30 12-103 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project APPENDIX A Checklist for Categorizing Development and Significant Redevelopment Projects As Priority,, or „ Non -Priority - JUNIOR LIFEGUARD BUILDING PROJECT 12-104 Checklist for Categorizing Development and Significant Redevelopment Projects As "Priority" or "Non -Priority" County of Orange 300 N. Flower Street Santa Ana, CA 92703 714.667.8888 714.667.8885 MODEL WATER QUALITY MANAGEMENT PLAN (MODEL WQMP) PRIORITY PROJECT CATEGORIES Yes No (Unless otherwise indicated, these requirements apply to both the Santa Ana and San Diego Regions.) 1. Both Permit Areas —New development projects that create 10,000 square feet or more of impervious surface (collectively over the entire project site). This category includes commercial, industrial, residential, mixed-use, and public projects on private, or public, property that falls under the planning and building authority of the Permittees. San Diego Region only — All pollutant generating development or redevelopment projects that result in the disturbance of one acre or more of land will be considered Priority Projects starting December 16, 2012, 2. Automotive repair shops. This applies to facilities that are categorized in any one of the following Standard Industrial Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539. 3. Both Permit Areas — Restaurants where the land area of development is 5,000 square feet or more including parking area. This category is defined as facilities that sell prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the land area for development is greater than 5,000 square feet. San Diego Region only— Restaurants where land development is less than 5,000 square feet shall meet all WQMP requirements except for structural treatment control BMP/LID, and hydromodification. 4. Hillside development that creates greater than 5,000 square feet of impervious surface. Hillside development is defined as any development which is located in an area with known erosive soil conditions or where the development will grade on any natural slope that is twenty- five (25) percent or greater. 5. Both Permit Areas — Impervious surface of 2,500 square feet or more located within, directly adjacent to (within 200 feet), or discharging directly into receiving waters within Environmentally Sensitive Areas. San Diego Region only — or a project with an increase in impervious area by10% or more of its naturally occurring condition located within, directly adjacent to (within 200 feet), or discharging directly to receiving waters within Environmentally Sensitive Areas. 6. Both Permit Areas — Parking lots 5,000 square feet or more including associated drive aisle, and potentially exposed to urban stormwater runoff. A parking lot is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce. San Diego Region only — or parking lots with 15 parking spaces or more and potentially exposed to runoff. 7. Streets, roads. highways, and freeways - This category includes any paved surface that is 5,000 square feet or greater used for the transportation of automobiles, trucks, motorcycles, and other vehicles. 5119111 Page 1 of 2 12-105 8. Significant Redevelopment. See definitions below. 9. Retail Gasoline Outlets (RGOs)- This category includes RGOs that meet the following criteria: (a) 5,000 square feet or more, or (b) a projected Average Daily Traffic (ADT) of 100 or more vehicles per day. Determination: Priority Project: Any question answered "Yes" Non -Priority Project: All questions are answered "No" Note: BMPs — Best Management Practices LID — Low impact Development WQMP — Water Quality Management Pian Definitions of "Significant Redevelopment" Santa Ana Region definition of "Significant Redevelopment" (Model WQMP, Section 7.11-1.2): All significant redevelopment projects, where significant redevelopment is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site. Redevelopment does not include routine maintenance activities that are conducted to maintain original line and grade, hydraulic capacity, original purpose of the facility, or emergency redevelopment activity required to protect public health and safety. If the redevelopment results in the addition or replacement of less than 50 percent of the impervious area on-site and the existing development was not subject to WQMP requirement, the numeric sizing criteria (see Section 7.11-2.0 of Model WQMP) only applies to the addition or replacement area. If the addition or replacement accounts for 50 percent or more of the impervious area, the Project WQMP requirements apply to the entire development. San Diego Region definition of "Significant Redevelopment" (Order No. R9-2009-0002, Section F.1d): Those redevelopment projects that create, add, or replace at least 5,000 square feet of impervious surface on an already developed site and the existing development and/or the project falls under the project categories or locations listed in the table above. Where redevelopment results in an increase of less than fifty percent of the impervious surfaces of a previously existing development, and the existing development was not subject to WQMP requirements, the numeric sizing criteria (see Section 7.11-2.0 of Model WQMP) applies only to the addition or replacement, and not the entire development. Where redevelopment results in an increase of more than fifty percent of the impervious surfaces of a previously existing development, the numeric sizing criteria applies to the entire development. Definition of Redevelopment (Order No. R9-2009-0002, Attachment C, Definitions): The creation, addition, and or replacement of impervious surface on an already developed site. Examples include the expansion of a building footprint, road widening, the addition to or replacement of a structure, and creation or addition of impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious materials) are removed, exposing underlying soil during construction. Redevelopment does not include trenching and resurfacing associated with utility work; resurfacing existing roadways; new sidewalk construction, pedestrian ramps, or bike lane on existing roads; and routine replacement of damaged pavement, such as pothole repair. 5119111 Page 2 of 2 12-106 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project APPENDIX B Technical Guidance Document (TGD) NRCS Hydrologic Soils Group Map JUNIOR LIFEGUARD BUILDING PROJECT 12-107 eZ-IAY 12-108 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project APPENDIX C Technical Guidance Document (TGD) Rainfall Zones Map JUNIOR LIFEGUARD BUILDING PROJECT 12-109 wwac.,i m.masa,o�mrac�enw a -. _ �eo,6 vo..Islu4 QS++aK 1 sOamC.r..�tLRsa O�NaP 4ua+3:ePN , HAY all .99'0 Pfd IsaVsuii Old a4 uuo�s ainlde� u83se4 f e seuo2 lltyufeil`, palepEewg-fsawu7}IWu�ea q�Ivavad WHB'moH 72 ...... j( I, Jq•.......v A - cam' <<� (saWul} lelv!ea ali.lva�ad �ISB'�noH V2 — ON3931 12-110 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project APPENDIX D Technical Guidance Document (TGD) Geotechnical Hazards Maps JUNIOR LIFEGUARD BUILDING PROJECT 12-111 12-112 1 r-71 - ...� f .-�� a_ � i-4ew � 'x . w•:' -rr w' ��_�. \: � 3� —-...,'— ....... ! 1 L f LEGEND 'f] •M1 Oty Bwna—s pg 3 v w..�. ,r`•�' s S Seismic H—rda Potential Landsl,tle Area .. .�• 5eomc Haxatl Za+e Mays : D.a , ceurvrn,a 02c 2 sit � � auearaocnoaxzoo5. oa�a oow.iooaea oa-0vxo+r �3 'L°P+agy �. !F � �, } �Y."~ '+! y \} _ i �•au..,.w mrreNe:macofmms•zwwagev.•ee: as�a �' 17 IS NOT WITHINP07ENTIAL FOR ,� r_. e F LANDSLIDE AREA UJ 1 XVI -2c 12-113 XVI -2d 12-114 LEG ENO — � Gry BouMenes � ••••• r• .—t �.• •� err _`j QOGwD G*o d—te Bann ftt'A—OwMary 04 Depth To G...d ester 4419 .\• }� _ --_ 1 X510' S9 - \ --S ` r'�~" � 1 �',�_. nm.�oa�a are m•a�aracrro.sw•n o.a�x ca,.Ya•.,nn o�,�e. X� %�'~ jam, r _ z i i .� canionva onson of nursesam G..M F`'1 s.N.Y I I ^^ r ci wl n 4 ` VI 2e LEGEND j city Bou'd— _ G =CC counawa<er aasm rhntc Iron 6a,mary f l _/u ^+�, _ - '-�-_ �•^ �1 I PlumePmlecllon Boun��l.a A Naln Baser Gmunnwater PratecYion P.fft q� S i`•-, _ - - ... L TO, Sootn Bas,n Grou dwafi, ProloL W Project �' - - - l�a� -"`fir' l 1 EI Toro hsanne Base NZ NN 6 I441 i ? 7 i W _. i 3 jt iE ! . , usnn Monne Au Base - �I"'• r r' I _s ` 3 `""y �`. _ A MProxmme Selenium ratam.naeon Wea - �� '� - 1 i I (�-.� � r`^•1 /r: 1tf (��j -, < _ -'-. Mo•e�IrcrvnuNmn:amavaon arse ora m: pio-ee `S� IV � sea srorawam, ae:�r�9 conrol oma, �uauar �auassb d reac see:urce ew,ad e,rroalo<ca�ca� 8 1~^ j,^Y; L "� Snlaf+»wwem,meaar.axrago�larc a:nar aaa�e+e sourres -•,_}erumentks�rgolir-+samnamr�aueas•ss - _ I "ll � ' I "+ Y � � ('/ \ SouN Oranpr Conry aie rcl sMwn on :nis e.Tinr. V L 1 . . -♦ mil ! �;+ '' `r ..! ` r ib `` � J � ~! �� p LEGEND cj wj )0/|-2g 12-118 Water Body K. yyy! Oth.r Land. j ` pill,PV n' y. PROJECT LOCATION r IS WITHIN POTENTIALLIM 3 AREAS OF EROSION,. � HABITAT, & PHYSICAL STRUCTURE SUSCEPTIBILITY S ►�v 12-118 Priority Project Water Quality Management Plan (WQMP) Junior lifeguard Building Project APPENDIX E Infiltration Feasibility Checklist JUNIOR LIFEGUARD BUILDING PROJECT 12-119 TECHNICAL GUIDANCE DOCUMENT Table 2.7: Infiltration BMP Feasibility Worksheet 2-3-4 December 20, 2013 12-120 Infeasibility Criteria yes No Would Infiltration BMPs pose significant risk for groundwater related concerns? Refer to Appendix VIII v 1 (Worksheet 1) for guidance on groundwater -related X infiltration feasibility criteria. Provide basis: Based on the Geotechnical Report, groundwater was encountered at depths of 6 and 7 feet at the boring locations. Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Would Infiltration BMPs pose significant risk of increasing risk of geotechnical hazards that cannot be mitigated to an acceptable level? (Yes if the answer to any of the following questions is yes, as established by a geotechnical expert): • The BMP can only be located less than 50 feet away 2 from slopes steeper than 15 percent 1/ • The BMP can only be located less than eight feet from building foundations or an alternative setback. • A study prepared by a geotechnical professional or an available watershed study substantiates that stormwater infiltration would potentially result in significantly increased risks of geotechnical hazards that cannot be mitigated to an acceptable level. Provide basis: Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Would infiltration of the DCV from drainage area violate v 3 downstream water rights? /� Provide basis: Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 2-3-4 December 20, 2013 12-120 TECHNICAL GUIDANCE DOCUMENT Table 2.7: Infiltration BMP Feasibility Worksheet (continued) 2-35 December 20, 2013 12-121 Partial Infeasibility Criteria Yes No Is proposed infiltration facility located on HSG D soils or the site geotechnical investigation identifies presence of v 4 soil characteristics which support categorization as D J� soils? Provide basis: Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Is measured infiltration rate below proposed facility 5 less than 0.3 inches per hour? This calculation shall be X based on the methods described in Appendix VII. Provide basis: At the time of this report, a percolation test has not been performed. Based on the mapped Hydrologic Soil Group D, rt is anticipated that the infiltration rate will be less than 0.3 in/hr. Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Would reduction of over predeveloped conditions cause impairments to downstream beneficial uses, 6 such as change of seasonality of ephemeral washes X or increased discharge of contaminated groundwater to surface waters? Provide citation to applicable study and summarize findings relative to the amount of infiltration that is permissible: Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Would an increase in infiltration over predeveloped conditions cause impairments to downstream 7 beneficial uses, such as change of seasonality of X ephemeral washes or increased discharge of contaminated groundwater to surface waters? Provide citation to applicable study and summarize findings relative to the amount of infiltration that is permissible: Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 2-35 December 20, 2013 12-121 TECHNICAL GUIDANCE DOCUMENT Table 2.7: Infiltration BMP Feasibility Worksheet (continued) Infiltration Screening Results (check box corresponding to result): Is there substantial evidence that infiltration from the project would result in a significant increase in W to the sanitary sewer that cannot be sufficiently mitigated? (See Appendix XVII) 8 Provide narrative discussion and supporting evidence: Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. -------------------- -------------------------------------- If any answer from row 1-3 is yes: infiltration of any volume is not feasible within the DMA or equivalent. g Provide basis: Summarize findings of infeasibility screening -------------- -- ------------- ---- If any answer from row 4-7 is yes, infiltration is permissible but is not presumed to be feasible for the entire DCV. Criteria for designing biotreatment BMPs to achieve the maximum feasible infiltration and ET shall 10 apply. Provide basis: Due to high ground water, infiltration is not feasible Summarize findings of infeasibility screening If all answers to rows 1 through 11 are no, infiltration of the 11 full DCV is potentially feasible, BMPs must be designed to infiltrate the full DCV to the maximum extent practicable. Harvest and Use Infeasibft Harvest and use infeasibility criteria include: If inadequate demand exists for the use of the harvested rainwater. See Appendix X for guidance on determining harvested water demand and applicable feasibility thresholds. If the use of harvested water for the type of demand on the project violates codes or ordinances most applicable to stormwater harvesting in effect at the time of project application and a waiver of these codes and/or ordinances cannot be obtained. It is noted that codes and ordinances most applicable to stormwater harvesting may change 2-3b December 20, 20I3 12-122 HARVESTED WATER DEMAND AND FEASIBILITY &wal B KF look 9URYEYOR9 YEARS PLANNERS Date: 10/21/2019 Job No.: 20181708 Project: Newport Beach Jr Lifeguard Building Description and Assumptions: Based on: Technical Guidance Document (TGD) for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans (WQMPs) SUMMARY OF HARVESTED WATER DEMAND AND FEASIBILITY (WORKSHEET J) 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 lWhat is the design capture storm depth? d = 0.65 inches 6 lWhat is the project size? A = 0.85 ac 7 What is the acreage of impervious area? IA = 0.75 ac For projects with multiple types of demand ( toilet flushing, indoor demand, What is the minimum use required for partial capture? and/or other demand) 8 Table X.6 of TDG gpd 9 What is the project estimated wet season total daily use? gpd 10 Is partial capture potentially feasible? (Line 9 > Line 8?) projectsFor flushing demand What is the minimum TUTIA for partial capture? (Table X.7 of 11 TGD) 12 What is the project estimated TUTIA? 13 Is partial capture potentially feasible? (Line 12 > Line 11?) For projects only irrigationdemand What is the minimum irrigation area required based on 14 conservation landscape design? (Table X.8 of TGD) 0.54 ac What is the proposed project irrigated area? (multiply 15 conservation landscaping by 1; multiply active turf by 2) 0.09 ac 16 JIs partial capture potentially feasible? (Line 15 > Line 14?) NO Provide supporting assumptions and citations for controlling demand calculation: BKF Engineers 4675 MacArthur Court, Suite 400 Newport Beach, California 92660 BKF I Project No. 172009 12-123 SUPPLEMENTAL DATA Table X.8: Minimum Irrigated Area for Potential Partial Capture Feasibility General Landscape Type Conservation Design: Ki - 0.35 Active Cuzf Areas: Kc = 0.7 Clrrc-:4ETStation tn'ine urft.Aiiu f s.>un,r !rttbre I :;w?faAJ7.r I L;r umi Design Capture Stam Depth, inches DAInianum RequiredlrrrigatedArea per Tributary.Impervious Acre for Potential Partial Ca' ac%ac 0.60 0.66 0.68 0.72 0.33 0.34 0.36 0,63 0.72 0.73 0.78 0.36 037 0.39 0.70 0.77 0.79 0.84 0-39 039 0A21 0-73 0.83 0.84 0.90 0.41 0.42 0.45 0,80 0.85 0,90 0.96 0.14 0.45 0.48 0.85 0.9.3 0.95 1.02 0.47 0-4. 8 0.51 0.90 0.99 1.01 1.OS 0.49 051 0.51 0.95 1 1,04 1.07 1.14 0.52 ]�.r; 0.57 1.00 1 1.10 1.12 120 0.55 0.5b 0,60 BKF Engineers 4675 MacArthur Court, Suite 400 Newport Beach, California 92660 BKF I Project No. 172009 12-124 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project APPENDIX F Percolation Test (Pending) JUNIOR LIFEGUARD BUILDING PROJECT 12-125 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project APPENDIX G Low Impact Development (LID) Sizing Calculations JUNIOR LIFEGUARD BUILDING PROJECT 12-126 Stormwater Quality Design Measure Calculations Date: 2/5/2021 Job No.: 20181708 Project: Newport Beach Jr Lifeguard Building Description and Assumptions: Based on: Technical Guidance Document (TGD) for the Preparation of Conceptual/Preliminary and/or Project Water Quality Management Plans (WQMPs). BMP Design per Fact Sheet B10-1: Bioretention with underdrains SIMPLE DESIGN CAPTURE VOLUME SIZING METHOD (WORKSHEET B) 1. Determine the design capture storm depth used for calculating volume 1 Enter design capture storm depth from Figure 111.1 d = 0.65 inches 2 Enter the effect of provided HSCs (Worksheet A) dHsc = 0 inches Calculate the remainder of the design capture storm depth (Line 3 dremainder = 0.65 inches 1 - Line 2) 2. Calculate the DCV 1 Enter Project Area Tributary to BMP(s) A = 0.85 acres 2 Enter Project Imperviousness imp = 0.89 3 Calculate runoff coefficient C= 0.82 C - (0.75 x imp) + 0.15 4 Calculate runoff volume Vdesign = 1640 cu -ft Vdesign =( C x dremainder x A x 43560 x (1/12)) 2. Verifv that the Pondina Der)th will Draw Down within 48 Hours 1 Enter media infiltration rate K= 5 in/hr 2 Enter Factor of Safety FS= 2 3 Determine design media infiltration rate Kmedia = 25 in/hr 4 Enter depth of ponding above bioretention area dp= 1.5 ft 5 Determine ponding area drawdown time DDp= 7.2 hrs DDp - (dp/Kmedia) x 12 in/ft 4. Determine the Depth of Water Filtered During Design Capture Storm 1 Enter Trouting Trouting = 3 ft 2 Determine depth of water filtered dsltered= 0.63 ft dfiltered = Minimum [((Kmedia x Trouting)/12), dp) 5. Determine the Facility Surface Area 1 Determine /Minimum BMP Area A= 772, sf A - DCV/ (dp +dfiltered) BKF Engineers BKF I Project No. 180867 4675 MacArthur Court, Suite 400 Newport Beach, California 92660 12-127 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project APPENDIX H BMP Exhibit (Site Plan) JUNIOR LIFEGUARD BUILDING PROJECT 12-128 J NON-STRUCTURAL 9MP'S: Q u • � Qi w. _ mra rc. u,u w.wno STRUCTURALOMP'L o t FGFNn. 12-129 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project APPENDIX I BMP Manufacturer Brochures JUNIOR LIFEGUARD BUILDING PROJECT 12-130 TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV.5. Biotreatment BMP Fact Sheets (BIO) Conceptual criteria for biotreatment BMP selection, design, and maintenance are contained in Appendix XII. These criteria are generally applicable to the design of biotreatment BMPs in Orange County and BMP -specific guidance is provided in the following fact sheets. Note: Biotreatment BMPs shall be designed to provide the maximum feasible infiltration and ET based on criteria contained in Appendix XI.2. BI0-1: Bioretention with Underdrains Bioretention stormwater treatment facilities are landscaped shallow depressions that capture and filter stormwater runoff. These facilities function as a soil and plant -based filtration device that removes pollutants through a variety of physical, biological, and chemical treatment processes. The facilities normally consist of a ponding area, mulch layer, planting soils, and plants. As stormwater passes down through the planting soil, pollutants are filtered, adsorbed, biodegraded, and sequestered by the soil and plants. Bioretention with an underdrain are utilized for areas with low permeability native soils or steep slopes where the underdrain system that routes the treated runoff to the storm drain system rather than depending entirely on infiltration. Bioretention must be designed without an underdrain in areas of high soil permeability. A Rain gardens with underdrains ➢ Vegetated media filter Downspout planter boxes Bioretention Source: Geosyntec Consultants Feasibility Screening Considerations • If there are no hazards associated with infiltration (such as groundwater concerns, contaminant plumes or geotechnical concerns), bioinfiltration facilities, which achieve partial infiltration, should be used to maximize infiltration. • Bioretention with underdrain facilities should be lined if contaminant plumes or geotechnical concerns exist. If high groundwater is the reason for infiltration infeasibility, bioretention facilities with underdrains do not need to be lined. Opportunity Criteria • Land use may include commercial, residential, mixed use, institutional, and subdivisions. Bioretention may also be applied in parking lot islands, cul-de-sacs, traffic circles, road shoulders, road medians, and next to buildings in planter boxes. • Drainage area is < 5 acres. • Area is available for infiltration. XIV -51 May 19, 2011 12-131 TECHNICAL GUIDANCE DOCUMENT APPENDICES • Site must have adequate relief between land surface and the stormwater conveyance system to permit vertical percolation through the soil media and collection and conveyance in underdrain to stormwater conveyance system. OC -Specific Design Criteria and Considerations Ponding depth should not exceed 18 inches; fencing may be required if ponding depth is 171 greater than 6 inches to mitigate drowning. ❑ The minimum soil depth is 2 feet (3 feet is preferred). ❑The maximum drawdown time of the bioretention ponding area is 48 hours. The maximum drawdown time of the planting media and gravel drainage layer is 96 hours, if applicable. Infiltration pathways may need to be restricted due to the close proximity of roads, foundations, ❑or other infrastructure. A geomembrane liner, or other equivalent water proofing, may be placed along the vertical walls to reduce lateral flows. This liner should have a minimum thickness of 30 mils. If infiltration in bioretention location is hazardous due to groundwater or geotechnical concerns, ❑ a geomembrane liner must be installed at the base of the bioretention facility. This liner should have a minimum thickness of 30 mils. ❑The planting media placed in the cell shall be designed per the recommendations contained in MISC-1: Planting/Storage Media Plant materials should be tolerant of summer drought, ponding fluctuations, and saturated soil conditions for 48 hours; native place species and/or hardy cultivars that are not invasive and do not require chemical inputs should be used to the maximum extent feasible ❑The bioretention area should be covered with 2-4 inches (average 3 inches) or mulch at the start and an additional placement of 1-2 inches of mulch should be added annually. Underdrain should be sized with a 6 inch minimum diameter and have a 0.5% minimum slope. Underdrain should be slotted polyvinyl chloride (PVC) pipe; underdrain pipe should be more than 5 feet from tree locations (if space allows). ❑A gravel blanket or bedding is required for the underdrain pipe(s). At least 0.5 feet of washed aggregate must be placed below, to the top, and to the sides of the underdrain pipe(s). ❑ An overflow device is required at the top of the bioretention area ponding depth. E] basin flow or energy dissipation (i.e. splash rocks) for piped inlets should be provided at basin inlet to prevent erosion. ❑Ponding area side slopes shall be no steeper than 3:1 (H:V) unless designed as a planter box BMP with appropriate consideration for trip and fall hazards. Simple Sizing Method for Bioretention with Underdrain If the Simple Design Capture Volume Sizing Method described in Appendix III.3.1 is used to size a bioretention with Underdrain facility, the user selects the basin depth and then determines the appropriate surface area to capture the DCV. The sizing steps are as follows: Step 1: Determine DCV Calculate the DCV using the Simple Design Capture Volume Sizing Method described in Appendix III.3.1. XIV -52 flat• 19, 2011 12-132 TECHNICAL GUIDANCE DQCUIVTENT APPENDICES Step 2: Verify that the Ponding Depth will Draw Down within 48 Hours The ponding area drawdown time can be calculated using the following equation: DDp = (dp / KMEDIA) x 12 inlft Where: DDp = time to drain ponded water, hours dp = depth of ponding above bioretention area, ft (not to exceed 1.5 ft) KMEDIA = media design infiltration rate, in/hr (equivalent to the media hydraulic conductivity with a factor of safety of 2; KMEDIA of 2.5 inlhr should be used unless other information is available) If the drawdown time exceeds 48 hours, adjust ponding depth and/or media infiltration rate until 48 hour drawdown time is achieved. Step 3: Determine the Depth of Water Filtered During Design Capture Storm The depth of water filtered during the design capture storm can be estimated as the amount routed through the media during the storm, or the ponding depth, whichever is smaller, dFILTERED - Minimum [ ((KMEDIA x TROUTIN012), dp] Where: dFILTERED = depth of water that may be considered to be filtered during the design storm event, ft KMEDIA = media design infiltration rate, in/hr (equivalent to the media hydraulic conductivity with a factor of safety of 2; KMEDIA of 2,5 in/hr should be used unless other information is available) TRourwG = storm duration that may be assumed for routing calculations; this should be assumed to be no greater than 3 hours. If the designer desires to account for further routing effects, the Capture Efficiency Method for Volume -Based, Constant Drawdown BMPs (See Appendix III.3.2) should be used. dp = depth of ponding above bioretention area, ft (not to exceed 1.5 ft) Step 4: Determine the Facility Surface Area A = DCV/ (dp + dFILTERED) Where: A = required area of bioretention facility, sq -ft DCV = design capture volume, cu -ft dFILTERED = depth of water that may be considered to be filtered during the design storm event, ft dp = depth of ponding above bioretention area, ft (not to exceed 1.5 ft) Efficiency Method for Biorefention with Underdrains If the bioretention geometry has already been defined and the user wishes to account more explicitly for routing, the user can determine the required footprint area using the Capture Efficiency Method for Volume -Based, Constant Drawdown BMPs (See Appendix 1II.3.2) to determine the fraction of the DCV that must be provided to manage 80 percent of average annual runoff volume. This method accounts for drawdown time different than 48 hours. Step 1: Determine the drawdown time associated with the selected basin geometry DD = (dp 1 KDESIGN) X 12 inlft Where: DD = time to completely drain infiltration basin ponding depth, hours XIV -53 NIav 19, 2011 12-133 TECHNICAL GUIDANCE DOCUMENT APPENDICES dp = bioretention ponding depth, ft (should be less than or equal to 1.5 ft) KDrSIGN = design media infiltration rate, in/hr (assume 2.5 inches per hour unless otherwise proposed) If drawdown is less than 3 hours, the drawdown time should be rounded to 3 hours or the Capture Efficiency Method for Flow -based BMPs (See Appendix I11.3.3) shall be used. Step 2: Determine the Required Adjusted DCV for this Drawdown Time Use the Capture Efficiency Method for Volume -Based, Constant Drawdown BMPs (See Appendix 111.3.2) to calculate the fraction of the DCV the basin must hold to achieve 80 percent capture of average annual stormwater runoff volume based on the basin drawdown time calculated above. Step 3: Determine the Basin Infiltrating Area Needed The required infiltrating area (i.e. the surface area of the top of the media layer) can be calculated using the following equation: A = Design Volume 1 dp Where: A = required infiltrating area, sq -ft (measured at the media surface) Design Volume = fraction of DCV, adjusted for drawdown, cu -ft (see Step 2) d, = ponding depth of water stored in bioretention area, ft (from Step 1) This does not include the side slopes, access roads, etc. which would increase bioretention footprint. If the area required is greater than the selected basin area, adjust surface area or adjust ponding depth and recalculate required area until the required area is achieved. Configuration for Use in a Treatment Train • Bioretention areas may be proceeded in a treatment train by HSCs in the drainage area, which would reduce the required design volume of the bioretention cell. For example, bioretention could be used to manage overflow from a cistern. • Bioretention areas can be used to provide pretreatment for underground infiltration systems. Additional References for Design Guidance + CASQA BMP Handbook for New and Redevelopment: httpJ/www.cabmphandbooks.cam/Documents/Developmen t/TC-32.pdf • SMC LID Manual (pp 68): http;//www.lowimpactdevelopment.orWguest75Zpub/AIl_Projects/SoCal LID Manual/SoCaIL ID_ Manual_ FINAL_040910.pdf • Los Angeles County Stormwater BMP Design and Maintenance Manual, Chapter 5: httpp(fdpw.lacounty.go%,ME$Idesign manuals/StormwaterBMPDesignandMaintenance.pdf • San Diego County LID Handbook Appendix 4 (Factsheet 7): http: twww.sdcounty.ca.gov/dplu/doc ID-Appendices.pdf Los Angeles Unified School District (LAUSD) Stormwater Technical Manual, Chapter 4: hftV/www.laschools.org/employee/desigplfs-studies-and- reports/download/white—paper report material/Storm Water_Technical _Manual _2009-opt- red.pdf?vers ion_id= 76975850 + County of Los Angeles Low Impact Development Standards Manual, Chapter 5: httpVdpw.lacountv.goy/wmd/LA County LID. Manual.pdf XIV -54 niav 19, 2011 12-134 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project APPENDIX J BMP Operations and Maintenance (O&M) Plan JUNIOR LIFEGUARD BUILDING PROJECT 12-135 Bioretention Basin Maintenance Routine maintenance shall be provided to ensure consistently high performance and extend facility life. o Maintain vegetation and media to perpetuate a robust vegetative and microbial community (thin/ trim vegetation, replace spent media and mulch). o Periodically remove dead vegetative biomass to prevent export of nutrients or clogging of the system. o Remove accumulated sediment before it significantly interferes with system function. o Where filtration/ infiltration is employed, conduct maintenance to prevent surface clogging (surface scarring, raking, mulch replacement, etc.). o Add energy dissipation and scour -protection as required based on facility inspection. o Routinely remove accumulated sediment at the inlet and outlet and trash and debris from the entire BMP. Major maintenance shall be provided when the performance of the facility declines significantly and cannot be restored through routine maintenance. o Replace media / planting soils as triggered by reduction in filtration/ infiltration rates or decline in health of biological processes. o Provide major sediment removal to restore volumetric capacity of basin -type BMPs. o Repair or modify inlets/outlets to restore original function or enhance function based on observations of performance. 12-136 Priority Project Water Quality Management Plan (WQMP) Junior Lifeguard Building Project APPENDIX L Geotechnical Report (For Reference Only) JUNIOR LIFEGUARD BUILDING PROJECT 12-137 GEOTECHNICAL INVESTIGATION PROPOSED JUNIOR LIFEGUARD FACILITY 50 MAIN STREET NEWPORT BEACH, CALIFORNIA PREPARED FOR JEFF KATZ ARCHITECTURE NEWPORT BEACH, CALIFORNIA PROJECT NO. W1033-88-01 SEPTEMBER 5, 2019 12-138 GEOCON W E s T, I N C. GEOTECHNICAL ■ ENVIRONMENTAL ■ Project No. W1033-88-01 September 5, 2019 Mr. Jeff Katz Jeff Katz Architecture 6353 Del Cerro Boulevard San Diego, California 92120 M A T E R I A L S Subject: GEOTECHNICAL INVESTIGATION PROPOSED JUNIOR LIFEGUARD FACILITY 50 MAIN STREET, NEWPORT BEACH, CALIFORNIA Dear Mr. Katz: In accordance with your authorization of our proposal dated July 9, 2019, we have prepared this geotechnical investigation report for the proposed junior lifeguard facility to be located within Parking Lot A at the subject site. The accompanying report presents the findings of our study, and our conclusions and recommendations pertaining to the geotechnical aspects of proposed design and construction. Based on the results of our investigation, it is our opinion that the project can be developed as proposed provided the recommendations in this report are followed and implemented during design and construction. If you have any questions regarding this report, or if we may be of further service, please contact the undersigned. Very truly yours, GEOCON WEST, INC. 9q,01FESSio a 'kat 1NA OrIAl� Gc 1 O O 5 � /1=FInr+Z rn Ki1 i oc C87489 EE pgW. Ofi CAL (P�GL-GLOG j oF cati�``�� Petrina Zen Susan Kirkgard PE 87489 CEG 1754 (EMAIL) Addressee Jelisa Thomas Adams GE 3092 15520 Rockfieid Boulevard, Suiie J ■ Irvine, CA 92618 ■ Taiephane (949) 491-6570 m cc@geccaninc.com 12-139 TABLE OF CONTENTS 1. PURPOSE AND SCOPE...................................................................................... .....1 ...................... 2. SITE CONDITIONS & PROJECT DESCRIPTION.......................................................................1 3. GEOLOGIC SETTING....................................................................................................................2 4. SOIL AND GEOLOGIC CONDITIONS.........................................................................................2 4.1 Artificial Fill..........................................................................................................................3 4.2 Beach Deposits......................................................................................................................3 4.3 Old Marine Deposits..............................................................................................................3 5. GROUNDWATER ...........................................................................................................................3 6. GEOLOGIC HAZARDS..................................................................................................................4 6.1 Surface Fault Rupture............................................................................................................4 6.2 Seismicity...............................................................................................................................5 6.3 Seismic Design Criteria.........................................................................................................5 6.4 Liquefaction Potential............................................................................................................7 6.5 Lateral Spreading...................................................................................................................8 6.6 Slope Stability........................................................................................................................9 6.7 Earthquake -Induced Flooding................................................................................................9 6.8 Tsunamis, Seiches, and Flooding...........................................................................................9 6.9 Oil Fields & Methane Potential...........................................................................................10 6.10 Subsidence...........................................................................................................................10 7. CONCLUSIONS AND RECOMMENDATIONS.........................................................................11 7.1 General.................................................................................................................................11 7.2 Soil and Excavation Characteristics.....................................................................................13 7.3 Minimum Resistivity, pH, and Water -Soluble Sulfate........................................................14 7.4 Grading ....................... .........................................................................................................14 7.5 Deepened Foundation Design..............................................................................................16 7.6 Deepened Foundation Installation.......................................................................................18 7.7 Miscellaneous Foundations..................................................................................................19 7.8 Lateral Design......................................................................................................................20 7.9 Exterior Concrete Slabs-on-Grade.......................................................................................20 7.10 Preliminary Pavement Recommendations...........................................................................21 7.11 Retaining Wall Design.........................................................................................................22 7.12 Retaining Wall Drainage......................................................................................................24 7.13 Temporary Excavations.......................................................................................................25 7.14 Surface Drainage..................................................................................................................25 7.15 Plan Review.........................................................................................................................26 LIMITATIONS AND UNIFORMITY OF CONDITIONS LIST OF REFERENCES 12-140 TABLE OF CONTENTS (Continued) MAPS, TABLES, AND ILLUSTRATIONS Figure 1, Vicinity Map Figure 2, Site Plan Figure 3, Regional Fault Map Figure 4, Regional Seismicity Map Figures 5 and 6, DE Empirical Estimation of Liquefaction Potential Figures 7 and 8, NICE Empirical Estimation of Liquefaction Potential Figures 9 and 10, Retaining Wall Drain Detail APPENDIX A FIELD INVESTIGATION Figures A 1 and A2, Boring Logs APPENDIX B LABORATORY TESTING Figures B 1 and B2, Direct Shear Test Results Figures B3 through B9, Consolidation Test Results Figure B 10, Grain Size Analysis Test Results Figure B11, Expansion Index Test Results Figure B 12, Modified Compaction Test Results Figure B13, Corrosivity Test Results 12-141 GEOTECHNICAL INVESTIGATION 1. PURPOSE AND SCOPE This report presents the results of a geotechnical investigation for the proposed junior lifeguard facility located within Parking Lot A at the subject site (Vicinity Map, Figure 1). The purpose of this investigation was to evaluate the subsurface soil and geologic conditions underlying the area of proposed construction and, based on conditions encountered, to provide conclusions and recommendations pertaining to the geotechnical aspects of proposed design and construction. The scope of this investigation included a site reconnaissance, field exploration, laboratory testing, engineering analysis, and the preparation of this report. The site was explored on August 5, 2019 by excavating two 8 -inch diameter borings to depths of approximately 20% feet and 50%2 feet below the existing ground surface using a truck -mounted mud -rotary drilling machine. The approximate locations of the exploratory borings are depicted on the Site Plan (see Figure 2). A detailed discussion of the field investigation, including boring logs, is presented in Appendix A. Laboratory tests were performed on selected soil samples obtained during the investigation to determine pertinent physical and chemical soil properties. Appendix B presents a summary of the laboratory test results. The recommendations presented herein are based on analysis of the data obtained during the investigation and our experience with similar soil and geologic conditions. References reviewed to prepare this report are provided in the Lisr of References section. If project details vary significantly from those described herein, Geocon should be contacted to determine the necessity for review and possible revision of this report. 2. SITE CONDITIONS & PROJECT DESCRIPTION The subject site is located at 50 Main Street in the City of Newport Beach, California. The existing parking lot (Parking Lot A) is bounded by the Newport Balboa Bike Trail and residential structures to the north, by a grass field park to the east, by the beach and ocean to the south, and by Balboa Pier to the west. The area of the proposed construction is currently an asphalt paved parking lot. Surface water drainage at the site appears to be by sheet flow along the ground surface to area drains and the city streets. Vegetation onsite consists of grass and trees. Geocon Project No W1033-98-01 - I - September 5, 2019 12-142 Information concerning the proposed project was furnished by the client. It is our understanding that the proposed development will consist of a new 4,000 square -foot Junior Lifeguard Facility, as well as miscellaneous paving and utility improvements. We assume that the proposed structure will be single -story. It is our further understanding that the proposed structure will be elevated approximately 10 feet above the existing ground surface due to flooding and sea level rise issues, in accordance with FEMA V21 regulations. Due to the preliminary nature of the project, formal plans depicting the proposed development are not available for inclusion in this report. The existing site conditions are depicted on the Site Plan (see Figure 2). Based on the preliminary nature of the design at this time, wall and column loads were not available. It is anticipated that column loads for the proposed structure will be up to 100 kips, and wall loads will be up to 2 kips per linear foot. Once the design phase proceeds to a more finalized plan, the recommendations within this report should be reviewed and revised, if necessary. Geocon should be contacted to determine the necessity for review and possible revision of this report. 3. GEOLOGIC SETTING The subject site is located on Balboa Peninsula, a narrow strip of land at the southern edge of the Orange County Coastal Plain, bound by Newport Harbor to the north and the Pacific Ocean to the south. The Coastal Plain is a relatively flat -lying alluviated surface with an average slope of less than 20 feet per mile. The lowland surface is bounded by hills and mountains on the north and east and by the Pacific Ocean to the south and southwest (Department of Water Resources, 1967). Prominent structural features within the Orange County Coastal Plain include the central lowland plain, the northwest trending line of low hills and mesas near the coast underlain by the Newport -Inglewood Fault Zone (Newport Mesa, Huntington Beach Mesa, Bolsa Chica Mesa, and Landing Hill), and the San Joaquin Hills to the southeast (Department of Water Resources, 1967). 4. SOIL AND GEOLOGIC CONDITIONS Based on our field investigation and published geologic maps of the area, the site is underlain by artificial fill and Holocene age beach deposits that are in turn underlain by Pleistocene age marine deposits (CDMG, 1981; CGS, 2012). Detailed stratigraphic profiles of the materials encountered at the site are provided on the boring logs in Appendix A. Geocon Project No. W 1033-88-01 - 2 - September >, 2019 12-143 4.1 Artificial Fill Artificial fill was encountered in our field explorations to a maximum depth of 1 % feet below existing ground surface. The artificial fill generally consists of light brown poorly graded sand with some shell fragments. The artificial fill is characterized as moist and medium dense. The fill is likely the result of past grading or construction activities at the site. Deeper fill may exist between excavations and in other portions of the site that were not directly explored. 4.2 Beach Deposits The artificial fill is underlain by Holocene age unconsolidated beach deposits consisting of light brown fine- to medium -grained sand. The beach deposits extend to depths of approximately 9%2 to 11 feet beneath the existing ground surface and are characterized as loose to medium dense and moist to wet. 4.3 Old Marine Deposits Pleistocene age marine deposits were encountered beneath the younger beach deposits and consist primarily of light brown to brown, gray to olive gray, or olive brown poorly -graded sand and silty sand with varying amounts of shell fragments. The marine deposits are primarily moist to wet and medium dense to very dense. 5. GROUNDWATER Review of the Seismic Hazard Zone Report for the Newport Beach Quadrangle (California Division of Mines and Geology [CDMG], 1997a) indicates that the historically highest groundwater level in the area is less than 10 feet beneath the ground surface. Groundwater information presented in this document is generated from data collected in the early 1900's to the late 1990s. Based on current groundwater basin management practices, it is unlikely that groundwater levels will ever exceed the historic high levels. Groundwater was encountered in borings B1 and B2 at depths of 7 and 6 feet below the existing ground surface, respectively. Given the proximity of the site to the coastline, the depth to groundwater is likely influenced by tidal fluctuations. Based on these considerations, groundwater may be encountered during construction. Also, it is not uncommon for groundwater levels to vary seasonally or for groundwater seepage conditions to develop where none previously existed, especially in impermeable fine-grained soils which are heavily irrigated or after seasonal rainfall. In addition, recent requirements for stormwater infiltration could result in shallower seepage conditions in the immediate site vicinity. Proper surface drainage of irrigation and precipitation will be critical for future performance of the project. Recommendations for drainage are provided in the Surface Drainage section of this report (see Section 7.14). Geocon Project No. W 1033-88-01 - 3 - September 5, 2019 12-144 6. GEOLOGIC HAZARDS 6.1 Surface Fault Rupture The numerous faults in Southern California include active, potentially active, and inactive faults. The criteria for these major groups are based on criteria developed by the California Geological Survey (CGS, formerly known as CDMG) for the Alquist-Priolo Earthquake Fault Zone Program (CGS, 2018). By definition, an active fault is one that has had surface displacement within Holocene time (about the last 11,700 years). A potentially active fault has demonstrated surface displacement during Quaternary time (approximately the last 1.6 million years), but has had no known Holocene movement. Faults that have not moved in the last 1.6 million years are considered inactive. The site is not within a state -designated Alquist-Priolo Earthquake Fault Zone (CGS, 2019a and 2019b;) for surface fault rupture hazards. No active or potentially active faults with the potential for surface fault rupture are known to pass directly beneath the site. Therefore, the potential for surface rupture due to faulting occurring beneath the site during the design life of the proposed development is considered low. However, the site is located in the seismically active Southern California region, and could be subjected to moderate to strong ground shaking in the event of an earthquake on one of the many active Southern California faults. The faults in the vicinity of the site are shown in Figure 3, Regional Fault Map. The closest surface trace of an active fault to the site is the Newport -Inglewood Fault Zone located approximately 0.6 mile to the south-southwest (Ziony and Jones, 1989). Other nearby active faults are the Palos Verdes Fault Zone (offshore segment), the Whittier Fault, and the Elsinore Fault located approximately 12.5 miles southwest, 22.5 miles north-northeast, and 23.5 miles northeast of the site, respectively (Ziony and Jones, 1989). The active San Andreas Fault Zone is located approximately 54 miles northeast of the site (Ziony and Jones, 1989). Several buried thrust faults, commonly referred to as blind thrusts, underlie the Los Angeles Basin and the Orange County Coastal Plain at depth. These faults are not exposed at the ground surface and are typically identified at depths greater than 3.0 kilometers. The October 1, 1987, MW 5.9 Whittier Narrows earthquake and the January 17, 1994, Mw 6.7 Northridge earthquake were a result of movement on the Puente Hills Blind Thrust and the Northridge Thrust, respectively. These thrust faults and others in the greater Los Angeles area are not exposed at the surface and do not present a potential surface fault rupture hazard at the site; however, these deep thrust faults are considered active features capable of generating future earthquakes that could result in moderate to significant ground shaking at the site. Geocon Project No W1033-88-01 - 4 - September 5, 2019 12-145 6.2 Seismicity As with all of Southern California, the site has experienced historic earthquakes from various regional faults. The seismicity of the region surrounding the site was formulated based on research of an electronic database of earthquake data. The epicenters of recorded earthquakes with magnitudes equal to or greater than 5.0 in the site vicinity are depicted on Figure 4, Regional Seismicity Map. A partial list of moderate to major magnitude earthquakes that have occurred in the Southern California area within the last 100 years is included in the following table. LIST OF HISTORIC EARTHQUAKES Earthquake Yo (Oldest to Youngest) Date of Earthquake Magnitude Distance to Epicenter (1Vliks) Direction to Epicenter Near Redlands July 23, 1923 6.3 46 NE Lonp, Beach March 10, 1933 6.4 4 WNW Tehachapi July 21, 1952 7.5 116 NW San Fernando February 9, 1971 6.6 63 NW Whittier Narrows October 1, 1987 5.9 33 NNW Sierra Madre June 28, 1991 5.8 46 N Landers June 28, 1992 7.3 93 ENE Big Bear June 28, 1992 6.4 74 ENE Northridge January 17, 1994 6.7 56 NW Hector Mine October 16, 1999 7.1 116 NE Rid ecrest I July 5, 2019 1 7.1 1 150 1 N The site could be subjected to strong ground shaking in the event of an earthquake. However, this hazard is common in Southern California and the effects of ground shaking can be mitigated if the proposed structures are designed and constructed in conformance with current building codes and engineering practices. 6.3 Seismic Design Criteria The following table summarizes summarizes site-specific design criteria obtained from the 2019 California Building Code (CBC; Based on the 2018 International Building Code [IBC] and ASCE 7-16), Chapter 16 Structural Design, Section 1613 Earthquake Loads. The data was calculated using the online application Seismic Design Maps, provided by OSHPD. The short spectral response uses a period of 0.2 second. We evaluated the Site Class based on the discussion in Section 1613.2.2 of the 2019 CBC and Table 20.3-1 of ASCE 7-16. The values presented below are for the risk -targeted maximum considered earthquake (MCEK). Geocon Project No. W 1033-88-01 - 5 - September 5, 2019 12-146 2099 CBC SEISMIC DESIGN PARAMETERS Parameter Value 2019 CBC Reference Site Class D Section 1613.2.2 NICER Ground Motion Spectral Response 1.397g Figure 1613.2.1(1) Acceleration — Class B (short), Ss 1.1 Table 11.8-1 MCER Ground Motion Spectral Response 0.4968 Figure 1613.2.1(2) Acceleration—Class B (t sec), Si Site Coefficient, FA 1.0 Table 1613.2.3(1) Site Coefficient, Fv 1.804* Table 16132.3(2) Site Class Modified NICER Spectral Response 1.397g Section 1613.2.3 (Eqn 16-36) Acceleration (short), S%ls Site Class Modified MCER Spectral Response 0.894g* Section 1613.2.3 (Eqn 16-37) Acceleration — (I sec), Svti 5% Damped Design 0.931g Section 1613.2.4 (Eqn 16-38) Spectral Response Acceleration (short), SDS 5% Damped Design 0.596g* Section 1613.2.4 (Eqn 16-39) Spectral Response Acceleration (1 sec), SDI Note: *Per Section 11.4.8 of ASCE/SEI 7-16, a ground motion hazard analysis shall be performed for projects for Site Class "E" sites with Ss greater than or equal to 1.0g, and for Site Class "D" and "E" sites with S1 greater than 0.2g. Section 11.4.8 also provides exceptions which indicates that the ground motion hazard analysis may be waived provided the exceptions are followed. Using the code based values presented in the table above, in lieu of a performing a ground motion hazard analysis, requires the exceptions outlined in ASCE 7-16 Section 11.4.8 be followed. The table below presents the mapped maximum considered geometric mean (MCEG) seismic design parameters for projects located in Seismic Design Categories of D through F in accordance with ASCE 7-16. ASCE 7-16 PEAK GROUND ACCELERATION Parameter Value ASCE 7-16 Reference Mapped MCEG Peak Ground Acceleration, 0.6138 Figure 22-7 PGA Site Coefficient, Finn 1.1 Table 11.8-1 Site Class Modified MCEu Peak Ground 0.6748 Section 11.8.3 (Eqn 11.8-1) Acceleration, PGA, Geocon Project No. W 1033-88-01 - 6 - September 5, 2019 12-147 The Maximum Considered Earthquake Ground Motion (MCE) is the level of ground motion that has a 2 percent chance of exceedance in 50 years, with a statistical return period of 2,475 years. According to the 2019 California Building Code and ASCE 7-16, the MCE is to be utilized for the evaluation of liquefaction, lateral spreading, seismic settlements, and it is our understanding that the intent of the Building code is to maintain "Life Safety" during a MCE event. The Design Earthquake Ground Motion (DE) is the level of ground motion that has a 10 percent chance of exceedance in 50 years, with a statistical return period of 475 years. Deaggregation of the MCE peak ground acceleration was performed using the USGS online Unified Hazard Tool, 2008 Conterminous U.S. Dynamic Edition. The result of the deaggregation analysis indicates that the predominant earthquake contributing to the MCE peak ground acceleration is characterized as a 6.78 magnitude event occurring at a hypocentral distance of 5.66 kilometers from the site. Deaggregation was also performed for the Design Earthquake (DE) peak ground acceleration, and the result of the analysis indicates that the predominant earthquake contributing to the DE peak ground acceleration is characterized as a 6.68 magnitude occurring at a hypocentral distance of 14.49 kilometers from the site. Conformance to the criteria in the above tables for seismic design does not constitute any kind of guarantee or assurance that significant structural damage or ground failure will not occur if a large earthquake occurs. The primary goal of seismic design is to protect life, not to avoid all damage, since such design may be economically prohibitive. 6.4 Liquefaction Potential Liquefaction is a phenomenon in which loose, saturated, relatively cohesionless soil deposits lose shear strength during strong ground motions. Primary factors controlling liquefaction include intensity and duration of ground motion, gradation characteristics of the subsurface soils, in-situ stress conditions, and the depth to groundwater. Liquefaction is typified by a loss of shear strength in the liquefied layers due to rapid increases in pore water pressure generated by earthquake accelerations. The current standard of practice, as outlined in the "Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California" and "Special Publication 117A, Guidelines for Evaluating and Mitigating Seismic Hazards in California" requires liquefaction analysis to a depth of 50 feet below the lowest portion of the proposed structure. Liquefaction typically occurs in areas where the soils below the water table are composed of poorly consolidated, fine to medium -grained, primarily sandy soil. In addition to the requisite soil conditions, the ground acceleration and duration of the earthquake must also be of a sufficient level to induce liquefaction. Geocon Project No. W1033-88-01 - 7 - September 5. 2019 12-148 The State of California Seismic Hazard Zone Map for the Newport Beach Quadrangle (1997b) indicates that the site is located in an area designated as having a potential for liquefaction. In addition, the City of Newport Beach (2006) indicates that the site is located within an area identified as having a potential for liquefaction. Liquefaction analysis of the soils underlying the site was performed using an updated version of the spreadsheet template LIQ2_30.WQ1 developed by Thomas F. Blake (1996). This program utilizes the 1996 NCEER method of analysis. This semi -empirical method is based on a correlation between values of Standard Penetration Test (SPT) resistance and field performance data. The liquefaction analysis was performed for a Design Earthquake level by using a high groundwater table of 5 feet below the ground surface, a magnitude 6.68 earthquake, and a peak horizontal acceleration of 0.4908 (%PGAm). The enclosed liquefaction analysis, included herein for boring Bl, indicates that the alluvial soils below the historic high groundwater level could be susceptible to approximately 1.1 inches of total settlement during Design Earthquake ground motion (see enclosed calculation sheets, Figures 5 and 6). It is our understanding that the intent of the Building Code is to maintain "Life Safety" during Maximum Considered Earthquake level events. Therefore, additional analysis was performed to evaluate the potential for liquefaction during a NICE event. The structural engineer should evaluate the proposed structure for the anticipated MCE liquefaction induced settlements and verify that anticipated deformations would not cause the foundation system to lose the ability to support the gravity loads and/or cause collapse of the structure. The liquefaction analysis was also performed for the Maximum Considered Earthquake level by using a high groundwater table of 5 feet below the ground surface, a magnitude 6.78 earthquake, and a peak horizontal acceleration of 0.734g (PGA,,,). The enclosed liquefaction analysis, included herein for boring Bl, indicates that the alluvial soils below the historic high groundwater level could be susceptible to approximately 1.1 inches of total settlement during Maximum Considered Earthquake ground motion (see enclosed calculation sheets, Figures 7 and 8). 6.5 Lateral Spreading Lateral spread occurs as a result of liquefaction induced lateral ground movement and typically occurs due to the presence of liquefiable soils over a gently sloping ground surface or sloping geologic contact. For the purposes of this report, we have assumed that the marine terrace deposits underlying the potentially liquefiable soils may be sloping away from the site at a gradient of 0.5 percent. Geocon Project No. W1033-88-01 - 8 - September 5, 2019 12-149 Analysis of the potential for lateral spread was performed using the method proposed by Zhang et. al. (2004) to evaluate the potential for lateral spread and the resulting lateral displacements. The analyses of lateral spread were performed by assuming a high groundwater table of 5 feet below the surface, a magnitude 6.67 earthquake, a peak horizontal acceleration of 0.734g (PGAm), and a ground slope of 0.5 percent. Based on the results of the analyses, it is anticipated that lateral displacements of 1.5 feet could occur at the ground surface (see enclosed calculation sheet, Figure 8). The foundation design recommendations presented in this report are intended to minimize the effects of lateral spread on the proposed improvements. 6.6 Slope Stability The topography at the site is relatively level and the site is not located within an area identified as having a potential for slope instability (CDMG, 1997b; City of Newport Beach, 2006). There are no known landslides near the site, nor is the site in the path of any known or potential landslides. Therefore, the potential for slope stability hazards to adversely affect the proposed development is considered low. 6.7 Earthquake -Induced Flooding Earthquake -induced flooding is inundation caused by failure of dams or other water -retaining structures due to earthquakes. Based on a review of the City of Newport Beach (2006) and the Orange County Safety Element (2004), the site is not located within a potential inundation area for an earthquake -induced dam failure. Therefore, the probability of earthquake -induced flooding is considered very low. 6.8 Tsunamis, Seiches, and Flooding The site is located approximately 250 feet from the Pacific Ocean. According to the City of Newport Beach General Plan (2006) and the State of California (CGS, 2009), the site is located within a tsunami inundation hazard zone. Therefore, there is a potential for tsunamis to adversely impact the site. Seiches are large waves generated in enclosed bodies of water in response to ground shaking. No major water -retaining structures are located immediately up gradient from the project site. Flooding from a seismically -induced seiche is considered unlikely. The site is within an area of minimal flooding (Zone X) as defined by the Federal Emergency Management Agency (FEMA, 2019, City of Newport Beach, 2006). Geocon Project No. W 1033-88-01 - 9 - September 5, 2019 12-150 6.9 Oil Fields & Methane Potential Based on a review of the California Division of Oil, Gas and Geothermal Resources (DOGGR) Well Finder Website (DOGGR, 2019), the site is not located within the limits of an oilfield and oil or gas wells are not located in the immediate site vicinity. However, due to the voluntary nature of record reporting by the oil well drilling companies, wells may be improperly located or not shown on the location map and undocumented wells could be encountered during construction. Any wells encountered during construction will need to be properly abandoned in accordance with the current requirements of the DOGGR. As previously indicated, the site is not located within an oilfield. Therefore, the potential for methane at the site is considered very low. Should it be determined that a methane study is required for the proposed development it is recommended that a qualified methane consultant be retained to perform the study and provide mitigation measures as necessary. 6.10 Subsidence Subsidence occurs when a large portion of land is displaced vertically, usually due to the withdrawal of groundwater, oil, or natural gas. Soils that are particularly subject to subsidence include those with high silt or clay content. The site is not located within an area of known ground subsidence (Orange County, 2004). No large-scale extraction of groundwater, gas, oil, or geothermal energy is occurring or planned at the site or in the general site vicinity. There appears to be little or no potential for ground subsidence due to withdrawal of fluids or gases at the site. Geocon Project No. W 1033-88-01 _10- September 5, 2019 12-151 7. CONCLUSIONS AND RECOMMENDATIONS 7.1 General 7.1.1 It is our opinion that neither soil nor geologic conditions were encountered during the investigation that would preclude the construction of the proposed project provided the recommendations presented herein are followed and implemented during design and construction. 7.1.2 Up to 1'/z feet of existing artificial fill was encountered during the site investigation. The existing fill encountered is believed to be the result of past grading and construction activities at the site. Deeper fill may exist in other areas of the site that were not directly explored. It is our opinion that the existing Fill, in its present condition, is not suitable for direct support of proposed foundations or slabs. The existing fill and site soils are suitable for re -use as engineered fill provided the recommendations in the Grading section of this report are followed (see Section 7.4). 7.1.3 The enclosed liquefaction settlement analyses indicates that the site soils could be susceptible to approximately 1.1 inches of total settlement as a result of the Design Earthquake peak ground acceleration (1/3PGA,m). Differential settlement at the foundation level is anticipated to be less than 0.7 inches over a distance of 30 feet. Furthermore, the analyses indicate that lateral displacements of 1.5 feet could affect the site. The foundation design recommendations presented herein are intended to minimize the effects of settlement on proposed improvements. 7.1.4 Potentially liquefiable soils were encountered between 5 and 11 feet below the ground surface. These materials are not considered suitable for direct support of the proposed structure. The potentially liquefiable soils must be excavated and replaced or penetrated throuuh by foundation excavations. 7.1.5 The foundation system for the proposed structure must be able to provide sufficient support for the structure and minimize the effects of differential settlement resulting from a liquefaction event. Furthermore, it is our further understanding that the proposed structure will be elevated approximately 10 feet above the existing ground surface due to flooding and sea level rise issues. Based on these considerations, it is recommended that the proposed structure be supported on a deepened pile foundation system deriving support in undisturbed old marine deposits found at and below a depth of 11 feet. Recommendations for deepened pile foundations are provided in Section 7.5. Geocon Project No w1033-88-01 - I I - September 5, 2019 12-152 7.1.6 It is anticipated that the proposed pile foundation system for the structure will penetrate through the potentially liquefiable layers. Based on these considerations, seismic settlement of the proposed structure is anticipated to be minimal. However, proposed piles could be subject to lateral loads in the event of lateral spreading. Furthermore, the seismic settlements indicated herein should still be considered for the design of pavement, utilities, and miscellaneous improvements. 7.1.7 It should be noted that implementation of the recommendations presented herein is not intended to completely prevent damage to the structure during the occurrence of strong ground shaking as a result of nearby earthquakes. It is intended that the structure be designed in such a way that the amount of damage incurred as a result of strong ground shaking be minimized. 7.1.8 Groundwater was encountered a depths of 6 to 7 feet below existing ground surface. Given the proximity of the site to the coastline, the depth to groundwater is likely also influenced by tidal fluctuations. Furthermore, it is our understanding that future sea level rise is possible and future water levels should be considered for design. It is anticipated that groundwater will be encountered during foundation construction. Installation of deepened foundations below the groundwater table is discussed in Section 7.6. 7.1.9 It is recommended that flexible utility connections be utilized for all rigid utilities to minimize or prevent damage to utilities from minor differential movements. 7.1.10 Foundations for small outlying structures, such as block walls up to 6 feet high, planter walls or trash enclosures, which will not be tied to the proposed structure, may be supported on conventional foundations bearing on a minimum of 12 inches of newly placed engineered fill which extends laterally at least 12 inches beyond the foundation area. Where excavation and proper compaction cannot be performed or is undesirable, foundations may derive support directly in the undisturbed old marine deposits found at or below a depth of 18 inches below existing ground surface, and should be deepened as necessary to maintain a minimum 12 -inch embedment into the recommended bearing materials. If the soils exposed in the excavation bottom are soft or loose, compaction of the soils will be required prior to placing steel or concrete. Compaction of the foundation excavation bottom is typically accomplished with a compaction wheel or mechanical whacker and must be observed and approved in writing by a Geocon representative. Geocon Project No R'1033-88-01 - 12- September :. 2019 12-153 7.1.11 Where new paving is to be placed, it is recommended that all existing till soils and soft soils be excavated and properly compacted for paving support. The client should be aware that excavation and compaction of all existing fill in the area of new paving is not required, however, paving constructed over existing uncertified fill or unsuitable soils may experience increased settlement and/or cracking, and may therefore have a shorter design life and increased maintenance costs. As a minimum, the upper 12 inches of soil should be scarified and properly compacted. Paving recommendations are provided in the Preliminary Pavement Recommendations section of this report (see Section 7.10). 7.1.12 Once the design and foundation loading configuration for the proposed structure proceeds to a more finalized plan, the recommendations within this report should be reviewed and revised, if necessary. Based on the final foundation loading configurations, the potential for settlement should be reevaluated by this office. 7.1.13 Any changes in the design, location or elevation of improvements, as outlined in this report, should be reviewed by this office. Geocon should be contacted to determine the necessity for review and possible revision of this report. 7.2 Soil and Excavation Characteristics 7.2.1 The in-situ soils can be excavated with moderate effort using conventional excavation equipment. Caving should be anticipated in unshored excavations, especially where saturated and granular soils are encountered. The contractor should be aware that casing will likely be required during deep foundation construction and formwork may be required to prevent caving of shallow foundation excavations. 7.2.2 It is the responsibility of the contractor to ensure that all excavations and trenches are properly shored and maintained in accordance with applicable OSHA rules and regulations to maintain safety and maintain the stability of adjacent existing improvements. 7.2.3 All onsite excavations must be conducted in such a manner that potential surcharges from existing structures, construction equipment, and vehicle loads are resisted. The surcharge area may be defined by a 1:1 projection down and away from the bottom of an existing foundation or vehicle load. Penetrations below this 1:1 projection will require special excavation measures such as sloping and shoring. Excavation recommendations are provided in the Temporary Excavations section of this report (see Section 7.13). Geocon Project No \N'1033-88-01 - 13- September 5, 2019 12-154 7.2.4 The upper 5 feet of existing site soils encountered during this investigation are considered to have a "very low" expansive potential (El = 0) and are classified as "non -expansive" in accordance with the 2016 California Building Code (CBC) Section 1803.5.3 (see Figure BI 1). The recommendations presented herein assume that proposed foundations and slabs will derive support in these materials. 7.3 Minimum Resistivity, pH, and Water -Soluble Sulfate 7.3.1 Potential of Hydrogen (pH) and resistivity testing as well as chloride content testing were performed on representative samples of soil to generally evaluate the corrosion potential to surface utilities. The tests were performed in accordance with California Test Method Nos. 643 and 422 and indicate that the soils are considered "moderately corrosive" with respect to corrosion of buried ferrous metals on site. The results are presented in Appendix B (Figure B 13) and should be considered for design of underground structures. 7.3.2 Laboratory tests were performed on representative samples of the site materials to measure the percentage of water-soluble sulfate content. Results from the laboratory water-soluble sulfate tests are presented in Appendix B (Figure B13) and indicate that the on-site materials possess a sulfate exposure class of "SO" to concrete structures as defined by 2016 CBC Section 1904 and ACI 318-14 Table 19.3.1.1. However, concrete structures extending below a depth of 5 feet could be subject to seawater exposure and aggressive sulfate attack. ACI 318 requires a minimum of Type II cement or Type I plus a pozzolan to resist the moderate sulfate attack from seawater (ACI 318-14 Table 19.3.1.1). 7.3.3 Geocon West, Inc. does not practice in the field of corrosion engineering and mitigation. If corrosion sensitive improvements are planned, it is recommended that a corrosion engineer be retained to evaluate corrosion test results and incorporate the necessary precautions to avoid premature corrosion of buried metal pipes and concrete structures in direct contact with the soils. 7.4 Grading 7.4.1 A preconstruction conference should be held at the site prior to the beginning of grading operations with the owner, contractor, civil engineer and soil engineer in attendance. Special soil handling requirements can be discussed at that time. 7.4.2 Earthwork should be observed, and compacted fill tested by representatives of Geocon West. Inc. The existing fill and old marine deposits encountered during exploration are suitable for reuse as engineered fill, provided any encountered oversize material (greater than 6 inches) and any encountered deleterious debris is removed. Geocon Project No "'1033-88-01 - 14. September :. 2019 12-155 7.4.3 Grading should commence with the removal of all existing vegetation and existing improvements from the area to be graded. Deleterious debris such as wood and root structures should be exported from the site and should not be mixed with the fill soils. Asphalt and concrete should not be mixed with the fill soils unless approved by the Geotechnical Engineer. All existing underground improvements planned for removal should be completely excavated and the resulting depressions properly backfilled in accordance with the procedures described herein. Once a clean excavation bottom has been established it must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon West, Inc.). 7.4.4 It is recommended that the proposed structure be supported on deepened foundations deriving support in the competent, undisturbed marine terrace deposits generally found at or below a depth of 11 feet below the existing ground surface. Foundations should be deepened as necessary to extend into satisfactory soils and must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon West, Inc.). 7.4.5 All excavations must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon). 7.4.6 All fill and backfill soils should be placed in horizontal loose layers approximately 6 to 8 inches thick, moisture conditioned to optimum moisture content, and properly compacted to a minimum of 90 percent of the maximum dry density per ASTM D 1557 (latest edition). 7.4.7. Where new paving is to be placed, it is recommended that all existing fill and soft soils be excavated and properly compacted for paving support. As a minimum, the upper 12 inches of soil should be scarified, moisture conditioned to optimum moisture content, and compacted to at least 95 percent relative compaction, as determined by ASTM Test Method D 1557 (latest edition). Paving recommendations are provided in Preliminary Pavement Recommendations section of this report (see Section 7.10). 7.4.8 Foundations for small outlying structures, such as block walls up to 6 feet high, planter walls or trash enclosures, which will not be tied to the proposed structure, may be supported on conventional foundations bearing on a minimum of 12 inches of newly placed engineered fill which extends laterally at least 12 inches beyond the foundation area. Where excavation and proper compaction cannot be performed or is undesirable, foundations may derive support directly in the undisturbed old marine deposits found at or below a depth of 18 inches, and should be deepened as necessary to maintain a minimum 12 -inch embedment into the recommended bearing materials. if the soils exposed in the excavation bottom are soft or loose, compaction of the soils will be required prior to placing steel or concrete. Compaction of the foundation excavation bottom is typically accomplished with a compaction wheel or mechanical whacker and must be observed and approved in writing by a Geocon representative. Geocon Project No. W1033-98-01 - 15- September 5, 2019 12-156 7.4.9 Although not anticipated for this project, all imported fill shall be observed, tested, and approved by Geocon West, Inc. prior to bringing soil to the site. Rocks larger than 6 inches in diameter shall not be used in the fill. Import soils used as structural fill should have an expansion index less than 20 and corrosivity properties that are equally or less detrimental to that of the existing onsite soils (see Figure B 13). 7.4.10 It is recommended that flexible utility connections be utilized for all rigid utilities to minimize or prevent damage to utilities from minor differential movements. Utility trenches should be properly backfilled in accordance with the requirements of the Green Book (latest edition). The pipe should be bedded with clean sands (Sand Equivalent greater than 30) to a depth of at least 1 foot over the pipe, and the bedding material must be inspected and approved in writing by the Geotechnical Engineer (a representative of Geocon). The use of gravel is not acceptable unless used in conjunction with filter fabric to prevent the gravel from having direct contact with soil. The remainder of the trench backfill may be derived from onsite soil or approved import soil, compacted as necessary, until the required compaction is obtained. The use of minimum 2 -sack slurry as backfill is also acceptable. Prior to placing any bedding materials or pipes, the trench excavation bottom must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon). 7.4.11 All trench and foundation excavation bottoms must be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon), prior to placing bedding sands, fill, steel, gravel, or concrete. 7.5 Deepened Foundation Design 7.5.1 Deepened foundations consisting of drilled, cast -in-place piles should derive support in the undisturbed old marine deposits found at and below a depth of 11 feet. For preliminary design purposes 18-, 24-, and 30 -inch -diameter drilled cast -in-place piles have been evaluated. The allowable axial capacities for embedment below the ground surface is provided in the chart below. The axial capacities include consideration of downdrag forces from liquefiable soils. Pile embedment should be extended as necessary to account for potential future scour associated with sea level rise; evaluation of the depth of scour is beyond the scope of this investigation. Geocon Project No. W1033-88-01 - 16- September 5, 2019 12-157 1s �,7 25 30 35 40 Friction Pile Capacity Allowable Downward Capacity (kips) 0 10 20 30 40 so so 70 ......• 18 in. dia. pile ----24 in. dia. pile 30 in. dia. pile 7.5.2 All drilled pile excavations should be continuously observed by personnel of this firm to verify adequate penetration into the recommended bearing materials. The capacity presented is based on the strength of the soils. The compressive and tensile strength of the pile sections should be checked to verify the structural capacity of the piles. 7.5.3 Uplift capacity may be assumed to be %2 the allowable downward capaicty. The allowable axial compression and uplift capacities may be increased by one-third when considering transient wind or seismic loads. 7.5.4 The maximum expected static settlement for the structure supported on friction piles is estimated to be less than '/ inch. Differential settlement between adjacent pile foundations is not expected to exceed '/4 inch. The majority of the foundation settlement is expected to occur on initial application of loading and during construction. Geoc:on project No. W1033-88-01 - 17- September 5, 2019 12-158 ♦ ♦♦ ♦ ♦ ♦ ♦ ♦ ♦ i I ♦ ......• 18 in. dia. pile ----24 in. dia. pile 30 in. dia. pile 7.5.2 All drilled pile excavations should be continuously observed by personnel of this firm to verify adequate penetration into the recommended bearing materials. The capacity presented is based on the strength of the soils. The compressive and tensile strength of the pile sections should be checked to verify the structural capacity of the piles. 7.5.3 Uplift capacity may be assumed to be %2 the allowable downward capaicty. The allowable axial compression and uplift capacities may be increased by one-third when considering transient wind or seismic loads. 7.5.4 The maximum expected static settlement for the structure supported on friction piles is estimated to be less than '/ inch. Differential settlement between adjacent pile foundations is not expected to exceed '/4 inch. The majority of the foundation settlement is expected to occur on initial application of loading and during construction. Geoc:on project No. W1033-88-01 - 17- September 5, 2019 12-158 7.5.5 If piles are spaced at least at least 3 diameters on center, no reduction in axial capacity is considered necessary for group effects. If pile spacing is closer than three pile diameters, an evaluation for group effects including appropriate reductions should be incorporated into the pile design based on pile dimension, spacing, and the direction of loading. 7.5.6 A continuous grade beam foundation and/or a structural slab may be placed across the top of the caisson foundations to tie the caissons in two directions, and the appropriate span between caissons should be determined by a qualified structural engineer. 7.5.7 Where not protected from erosion or disturbance, the upper 12 inches of soil should be ignored when calculating axial and lateral pile capacity. 7.6 Deepened Foundation Installation 7.6.1 Groundwater was encountered during site exploration and the contractor should be prepared for groundwater during construction. Piles placed below the water level require the use of a tremie to place the concrete into the bottom of the hole. A tremie shall consist of a water- tight tube having a diameter of not less than 6 inches with a hopper at the top. The tube shall be equipped with a device that will close the discharge end and prevent water from entering the tube while it is being charged with concrete. The tremie shall be supported so as to permit free movement of the discharge end over the entire top surface of the work and to permit rapid lowering when necessary to retard or stop the flow of concrete. The discharge end shall be closed at the start of the work to prevent water entering the tube and shall be entirely sealed at all times, except when the concrete is being placed. The tremie tube shall be kept full of concrete. The flow shall be continuous until the work is completed and the resulting concrete seal shall be monolithic and homogeneous. The tip of the tremie tube shall always be kept about five feet below the surface of the concrete and definite steps and safeguards should be taken to insure that the tip of the tremie tube is never raised above the surface of the concrete. 7.6.2 A special concrete mix should be used for concrete to be placed below water. The design shall provide for concrete with strength of 1,000 psi over the initial job specification. An admixture that reduces the problem of segregation of paste/aggregates and dilution of paste shall be included. The slump shall be commensurate to any research report for the admixture, provided that it shall also be the minimum for a reasonable consistency for placing when water is present. Geocon Project No. W 1033-88-01 - 18- September 5. 2019 12-159 7.6.3 Casing may be required if caving is experienced in the drilled excavation. The contractor should be prepared to use casing and should have casing available prior to commencement of drilling activities. When casing is used, extreme care should be employed so that the pile is not pulled apart as the casing is withdrawn. At no time should the distance between the surface of the concrete and the bottom of the casing be less than 5 feet. Continuous observation of the drilling and pouring of the piles by the Geotechnical Engineer (a representative of Geocon West, Inc.), is required. 7.6.4 Friction piles do not require the complete removal of all loose earth materials from the bottom of the excavation since the end -bearing capacity is not being considered for design. However, a cleanout of the excavation bottom will be required. 7.6.5 Closely spaced caissons should be drilled and filled alternately, with the concrete permitted to set at least eight hours before drilling an adjacent hole. Caisson excavations should be filled with concrete as soon after drilling and inspection as possible; the holes should not be left open overnight unless approved by the Geotechnical Engineer. 7.7 Miscellaneous Foundations 7.7.1 Foundations for small outlying structures, such as block walls up to 6 feet in height, planter walls or trash enclosures, which will not be structurally supported by the proposed building, may be supported on conventional foundations deriving support on a minimum of 12 inches of newly placed engineered fill which extends laterally at least 12 inches beyond the foundation area. Where excavation and compaction cannot be performed or is undesirable, such as adjacent to property lines, foundations may derive support in the undisturbed old marine deposits found at or below a depth of 18 inches, and should be deepened as necessary to maintain a minimum 12 -inch embedment into the recommended bearing materials. 7.7.2 If the soils exposed in the excavation bottom are loose, compaction of the soils will be required prior to placing steel or concrete. Compaction of the foundation excavation bottom is typically accomplished with a compaction wheel or mechanical whacker and must be observed and approved by a Geocon representative. Miscellaneous foundations may be designed for a bearing value of 1,500 psf, and should be a minimum of 12 inches in width, 18 inches in depth below the lowest adjacent grade and 12 inches into the recommended bearing material. The allowable bearing pressure may be increased by up to one-third for transient loads due to wind or seismic forces. 7.7.3 Foundation excavations should be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon West. Inc.), prior to the placement of reinforcing steel and concrete to verify that the excavations and exposed soil conditions are consistent with those anticipated. Geocon Project No. W 1033-88-01 - 19- September 5, 2019 12-160 7.8 Lateral Design 7.8.1 The liquefaction analysis indicates that lateral displacements of 1.5 feet could affect the site. Proposed pile foundations should be designed for the lateral loads associated with potential lateral spread. LPILE analyses will be required to evaluate the lateral load response of the proposed piles. Recommendations for lateral loads due to lateral spread can be provided under separate cover, subsequent to input from the project structural engineer. 7.8.2 Resistance to lateral loading may be provided by friction acting at the base of foundations, slabs and by passive earth pressure. An allowable coefficient of friction of 0.4 may be used with the dead load forces in the newly placed engineered fill and competent beach deposits or undisturbed old marine deposits. 7.8.3 Passive earth pressure for the sides of foundations and slabs poured against newly placed engineered fill or competent beach deposits above the groundwater table may be computed as an equivalent fluid having a density of 280 pcf with a maximum earth pressure of 2,800 psf. Passive earth pressure for the sides of foundations poured against undisturbed old marine deposits below the groundwater table may be computed as an equivalent fluid having a density of 140 pcf with a maximum earth pressure of 1,400 psf (values have been reduced for buoyancy). When combining passive and friction for lateral resistance, the passive component should be reduced by one-third. A one-third increase in the passive value may be used for wind or seismic loads. The allowable capacity may be doubled for isolated piles spaced more than three times the diameter. 7.8.4 If piles are spaced at least at least 8 diameters on -center when loaded in-line and at least 3 diameters on -center when loaded in parallel, no reduction in lateral capacity is considered necessary for group effects. If so spaced, piles may be considered isolated and the allowable passive pressure may be doubled based on isolated pile conditions. If pile spacing is closer, an evaluation for group effects including appropriate reductions should be incorporated into the pile design based on pile dimension, spacing, and the direction of loading. 7.9 Exterior Concrete Slabs -on -Grade 7.9.1 Exterior slabs, not subject to traffic loads, should be at least 4 inches thick and reinforced with No. 3 steel reinforcing bars placed 18 inches on center in both horizontal directions, positioned near the slab midpoint. Prior to construction of slabs, the upper 12 inches of subgrade should be moistened to optimum moisture content and properly compacted to at least 95 percent relative compaction, as determined by ASTM Test Method D 1557 (latest edition). Crack control joints should be spaced at intervals not greater than 10 feet and should be constructed using saw -cuts or other methods as soon as practical following concrete placement. Crack control joints should extend a minimum depth of one-fourth the slab thickness. The project structural engineer should design construction joints as necessary. Geocon Project No. W1033-88-01 -20- September 5, 2019 12-161 7.9.2 The moisture content of the slab subgrade should be maintained and sprinkled as necessary to maintain a moist condition as would be expected in any concrete placement. 7.9.3 The recommendations of this report are intended to reduce the potential for cracking of slabs due to settlement. However, even with the incorporation of the recommendations presented herein, foundations, stucco walls, and slabs -on -grade may exhibit some cracking due to minor soil movement and/or concrete shrinkage. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics. Their occurrence may be reduced and/or controlled by limiting the slump of the concrete, proper concrete placement and curing, and by the placement of crack control joints at periodic intervals, in particular, where re-entrant slab corners occur. 7.10 Preliminary Pavement Recommendations 7.10.1 Where new paving is to be placed, it is recommended that all existing fill and soft materials be excavated and properly compacted for paving support. The client should be aware that excavation and compaction of all existing artificial fill and soft soils in the area of new paving is not required; however, paving constructed over existing uncertified fill or unsuitable material may experience increased settlement and/or cracking, and may therefore have a shorter design life and increased maintenance costs. As a minimum, the upper twelve inches of paving subgrade should be scarified, moisture conditioned to optimum moisture content, and properly compacted to at least 95 percent relative compaction, as determined by ASTM Test Method D 1557 (latest edition). 7.10.2 The following pavement sections are based on an assumed R -Value of 35. Once site grading activities are complete an R -Value should be obtained by laboratory testing to confirm the properties of the soils serving as paving subgrade, prior to placing pavement. 7.10.3 The Traffic Indices listed below are estimates. Geocon does not practice in the field of traffic engineering. The actual Traffic Index for each area should be determined by the project civil engineer. If pavement sections for Traffic Indices other than those listed below are required, Geocon should be contacted to provide additional recommendations. Pavement thicknesses were determined following procedures outlined in the Califbrnia Highway Design Manual (Caltrans). It is anticipated that the majority of traffic will consist of automobile and large truck traffic. PRELIMINARY PAVEMENT DESIGN SECTIONS Location Estimated Traffic Asphalt Concrete Class 2 Aggregate Index (TI) (inches) Base (inches) Automobile Parking and Driveways 4.0 3.0 4.0 Trash Truck & Fire Lanes 7.0 4.0 9.0 Geocon Project No W1033-88-01 - 21 - September 5, 2019 12-162 7.10.4 Asphalt concrete should conform to Section 203-6 of the `:Standard Specifications for Public Works Construction" (Green Book). Class 2 aggregate base materials should conform to Section 26-1.02A of the "Standard Specifications of'the State of California, Department of' Transportation" (Caltrans). The use of Crushed Miscellaneous Base (CMB) in lieu of Class 2 aggregate base is acceptable. Crushed Miscellaneous Base should conform to Section 200-2.4 of the "Standard Specifications for Public Works Construction " (Green Book). 7.10.5 Unless specifically designed and evaluated by the project structural engineer, where exterior concrete paving will be utilized for support of vehicles, it is recommended that the concrete be a minimum of 6 inches of concrete reinforced with No. 3 steel reinforcing bars placed 18 inches on center in both horizontal directions. Concrete paving supporting vehicular traffic should be underlain by a minimum of 4 inches of aggregate base and a properly compacted subgrade. The subgrade and base material should be compacted to 95 percent relative compaction, as determined by ASTM Test Method D 1557 (latest edition). 7.10.6 The performance of pavements is highly dependent upon providing positive surface drainage away from the edge of pavements. Ponding of water on or adjacent to the pavement will likely result in saturation of the subgrade materials and subsequent cracking, subsidence and pavement distress. If planters are planned adjacent to paving, it is recommended that the perimeter curb be extended at least 12 inches below the bottom of the aggregate base to minimize the introduction of water beneath the paving. 7.11 Retaining Wall Design 7.11.1 The recommendations presented below are generally applicable to the design of rigid concrete or masonry retaining walls having a maximum height of 5 feet. In the event that walls significantly higher than 5 feet are planned, Geocon should be contacted for additional recommendations. 7.11.2 Retaining walls with a level backfill surface that are not restrained at the top should be designed utilizing a triangular distribution of pressure (active pressure) of 30 pcf. 7.11.3 Restrained walls are those that are not allowed to rotate more than 0.001 H (where H equals the height of the retaining portion of the wall in feet) at the top of the wall. Where walls are restrained from movement at the top, walls may be designed utilizing a triangular distribution of pressure (at -rest pressure) of 57 pcf. Geocon Project No. W 1033-88-01 -22- September 5, 2019 12-163 7.1 l.4 The wall pressures provided above assume that the proposed retaining walls will support relatively undisturbed sand dune deposits or engineered fill derived from onsite soils. If import soil will be used to backfill proposed retaining walls, revised earth pressures may be required to account for the geotechnical properties of the import soil used as engineered fill. This should be evaluated once the use of import soil is established. All imported fill shall be observed, tested, and approved by Geocon West, Inc. prior to bringing soil to the site. 7.11.5 The wall pressures provided above assume that the retaining wall will be properly drained preventing the buildup of hydrostatic pressure. If retaining wall drainage is not implemented, the equivalent fluid pressure to be used in design of undrained walls is 90 pcf. The value includes hydrostatic pressures plus buoyant lateral earth pressures. 7.11.6 Additional active pressure should be added for a surcharge condition due to sloping ground, vehicular traffic or adjacent structures and should be designed for each condition as the project progresses. 7.11.7 Retaining wall foundations may be supported on conventional foundations deriving support in newly placed engineered fill. 7.11.8 Continuous footings may be designed for an allowable bearing capacity of 1,500 pounds per square foot (psf), and should be a minimum of 12 inches in width and 18 inches in depth below the lowest adjacent grade, and 12 inches into the recommended bearing material. 7.11.9 Isolated spread foundations may be designed for an allowable bearing capacity of 2,000 psf, and should be a minimum of 12 inches in width, 18 inches in depth below the lowest adjacent grade, and 12 inches into the recommended bearing material. 7.11.10 The soil bearing pressure above may be increased by 200 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 2,500 psf. The allowable bearing pressure may be increased by one-third for transient loads due to wind or seismic forces. 7.11.11 Continuous footings should be reinforced with a minimum of four No. 4 steel reinforcing bars, two placed near the top of the footing and two near the bottom. Reinforcement for spread footings should be designed by the project structural engineer. 7.11.12 The above foundation dimensions and minimum reinforcement recommendations are based on soil conditions and building code requirements only, and are not intended to be used in lieu of those required for structural purposes. Geocon Project No. W1033-88-01 -23- September 5, 2019 12-164 7.11.13 Foundation excavations should be observed and approved in writing by the Geotechnical Engineer (a representative of Geocon West, Inc.), prior to the placement of reinforcing steel and concrete to verify that the exposed soil conditions are consistent with those anticipated. If unanticipated soil conditions are encountered, foundation modifications may be required. 7.12 Retaining Wall Drainage 7.12.1 Retaining walls should be provided with a drainage system extended at least two-thirds the height of the wall. At the base of the drain system, a subdrain covered with a minimum of 12 inches of gravel should be installed, and a compacted fill blanket or other seal placed at the surface (see Figure 9). The clean bottom and subdrain pipe, behind a retaining wall, should be observed by the Geotechnical Engineer (a representative of Geocon), prior to placement of gravel or compacting backfill. 7.12.2 As an alternative, a plastic drainage composite such as Miradrain or equivalent may be installed in continuous, 4 -foot -wide columns along the entire back face of the wall, at 8 feet on center. The top of these drainage composite columns should terminate approximately 18 inches below the ground surface, where either hardscape or a minimum of 18 inches of relatively cohesive material should be placed as a cap (see Figure 10). These vertical columns of drainage material would then be connected at the bottom of the wall to a collection panel or a 1 -cubic -foot rock pocket drained by a 4 -inch subdrain pipe. 7.12.3 Subdrainage pipes at the base of the retaining wall drainage system should outlet to an acceptable location via controlled drainage structures. Drainage should not be allowed to flow uncontrolled over descending slopes. 7.12.4 Moisture affecting below grade walls is one of the most common post -construction complaints. Poorly applied or omitted waterproofing can lead to efflorescence or standing water. Particular care should be taken in the design and installation of waterproofing to avoid moisture problems, or actual water seepage into the structure through any normal shrinkage cracks which may develop in the concrete walls, floor slab, foundations and/or construction joints. The design and inspection of the waterproofing is not the responsibility of the geotechnical engineer. A waterproofing consultant should be retained in order to recommend a product or method, which would provide protection to subterranean walls, floor slabs and foundations. Geocon Project No. W 1033-88-01 -24- September >, 2019 12-165 7.13 Temporary Excavations 7.13.1 Excavations up to 5 feet in height may be required during construction operations. The excavations are expected to expose artificial fill and beach deposits, which may be subject to excessive caving. Vertical excavations up to five feet in height may be attempted where not surcharged by adjacent traffic or structures; however, the contractor should be prepared for caving sands in open excavations. 7.13.2 Vertical excavations greater than five feet or where surcharged by existing structures will require sloping or shoring measures in order to provide a stable excavation. Where sufficient space is available, temporary unsurcharged embankments could be sloped back at a uniform 1:1 slope gradient or flatter, up to a maximum height of 6 feet. A uniform slope does not have a vertical portion. 7.13.3 If excavations in close proximity to an adjacent property line and/or structure are required, special excavation measures such as slot -cutting or shoring may be necessary in order to maintain lateral support of offsite improvements. Recommendations for alterative temporary excavation measures can be provided under separate cover, if needed. 7.13.4 Where sloped embankments are utilized, the top of the slope should be barricaded to prevent vehicles and storage loads at the top of the slope within a horizontal distance equal to the height of the slope. If the temporary construction embankments are to be maintained during the rainy season, berms are suggested along the tops of the slopes where necessary to prevent runoff water from entering the excavation and eroding the slope faces. Geocon personnel should inspect the soils exposed in the cut slopes during excavation so that modifications of the slopes can be made if variations in the soil conditions occur. All excavations should be stabilized within 30 days of initial excavation. 7.14 Surface Drainage 7.14.1 Proper surface drainage is critical to the future performance of the project. Uncontrolled infiltration of irrigation excess and storm runoff into the soils can adversely affect the performance of the planned improvements. Saturation of a soil can cause it to lose internal shear strength and increase its compressibility, resulting in a change in the original designed engineering properties. Proper drainage should be maintained at all times. Geo on Project No W 1033-88-01 -25- September 5, 2019 12-166 7.14.2 All site drainage should be collected and controlled in non-erosive drainage devices. Drainage should not be allowed to pond anywhere on the site, and especially not against any foundation or retaining wall. The site should be graded and maintained such that surface drainage is directed away from structures in accordance with 2016 CBC 1804.4 or other applicable standards. Positive site drainage should be provided away from structures, pavement, and the tops of slopes to swales or other controlled drainage structures. Pavement areas should be fine graded such that water is not allowed to pond. 7.14.3 Landscaping planters immediately adjacent to paved areas are not recommended due to the potential for surface or irrigation water to infiltrate the pavement's subgrade and base course. Either a subdrain, which collects excess irrigation water and transmits it to drainage structures, or an impervious above -grade planter boxes should be used. In addition, where landscaping is planned adjacent to the pavement, it is recommended that consideration be given to providing a cutoff wall along the edge of the pavement that extends at least 12 inches below the base material. 7.16 Plan Review 7.15.1 Grading and foundation plans should be reviewed by the Geotechnical Engineer (a representative of Geocon West, Inc.), prior to finalization to verify that the plans have been prepared in substantial conformance with the recommendations of this report and to provide additional analyses or recommendations. Geocon Project No. W 1033-88-01 -26- September 5, 2019 12-167 LIMITATIONS AND UNIFORMITY OF CONDITIONS 1. The recommendations of this report pertain only to the site investigated and are based upon the assumption that the soil conditions do not deviate from those disclosed in the investigation. If any variations or undesirable conditions are encountered during construction, or if the proposed construction will differ from that anticipated herein, Geocon West, Inc. should be notified so that supplemental recommendations can be given. The evaluation or identification of the potential presence of hazardous or corrosive materials was not part of the scope of services provided by Geocon West, Inc. 2. This report is issued with the understanding that it is the responsibility of the owner, or of his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractors carry out such recommendations in the field. 3. The findings of this report are valid as of the date of this report. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and should not be relied upon after a period of three years. 4. The firm that performed the geotechnical investigation for the project should be retained to provide testing and observation services during construction to provide continuity of geotechnical interpretation and to check that the recommendations presented for geotechnical aspects of site development are incorporated during site grading, construction of improvements, and excavation of foundations. If another geotechnical firm is selected to perform the testing and observation services during construction operations, that firm should prepare a letter indicating their intent to assume the responsibilities of project geotechnical engineer of record. A copy of the letter should be provided to the regulatory agency for their records. In addition, that firm should provide revised recommendations concerning the geotechnical aspects of the proposed development, or a written acknowledgement of their concurrence with the recommendations presented in our report. They should also perform additional analyses deemed necessary to assume the role of Geotechnical Engineer of Record. Gcocon Project No w 1033-88-01 September 5, 2019 12-168 LIST OF REFERENCES California Department of Water Resources, 1967, Progress Report on Groundwater Geology of the Coastal Plain of Orange County, dated July, 1967. California Division of Mines and Geology, 1998, State of California Seismic Hazard Zones, Newport Beach Quadrangle, Landslide Hazard Zones, Official Map, Released : April 15, 1998. California Division of Mines and Geology, 1997a, Seismic Hazard Zone Report for the Anaheim and Newport Beach Quadrangles, Orange County, California, revised 2001, Seismic Hazard Zone Report 003. California Division of Mines and Geology, 1997b, State of California Seismic Hazard Zones, Newport Beach Quadrangle, Liquefaction Hazard Zones, Official Map, Released: April 17, 1997. California Division of Mines and Geology, 1981, Geologic Map of Orange County, California, Showing Mines and Mineral Deposits, Compiled by P. K. Morton and R. V. Miller, Bulletin 204, Plate 1, Scale: 1:48000. California Division of Oil, Gas and Geothermal Resources, 2019, Division of Oil, Gas, and Geothermal Resources Well Finder, http:l/maps.conservation.ca. og v.doggr/index.html#close. California Geological Survey, 2019a, CGS Information Warehouse, Regulatory Map Portal, http://maps.conservation.ca.gov/cgs/informationwarehouse/index.htmI?map=repulatorvmaps. California Geological Survey, 2019b, Earthquake Zones of Required Investigation, https://maps.conservation.ca.gov/c sg /EQZApp/app/. California Geological Survey, 2018, Earthquake Fault Zones, A Guide for Government Agencies, Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42, Revised 2018. California Geologic Survey, 2012, Geologic Compilation of Quaternary Surfcial Deposits in Southern California, Santa Ana 30'X 60' Quadrangle, A Project for the Department of Water Resources by the California Geological Survey, Compiled from existing sources by Trinda L. Bedrossian, CEG and Peter D. Roffers, CGS Special Report 217, Plate 16, Scale 1:100,000. California Geological Survey, 2009, Tsunami Inundation Map for Emergency Planning, State of California, County of Orange, Newport Beach Quadrangle, dated March 15, 2009. FEMA, 2019, Online Flood Hazard Maps, http://www.esri.com/hazards/index.htm]. Jennings, C. W. and Bryant, W. A., 2010, Fault Activity Map of California, California Geological Survey Geologic Data Map No. 6. Orange County Water District, 2018, On-line Groundwater Contour Maps httpa/www.ocwd.cam/Portals/0/ProgramsProiectslHydrogeoio,y/GroundwaterContourMaps//l une WL2013L2.ndf. Geocon Project No. W1033-88-01 September 5, 2019 12-169 LIST OF REFERENCES (continued) Orange County Water District, 2015, .June 2014 Groundwater Elevation Contours for the Principal Aquifer, Orange County Water District Groundwater Management Plan, 2015 Update. Orange, County of, 2004, Safety Element, Advance Planning Program, Environmental Management Agency. Newport Beach, City of, 2006, Safety Element of the General Plan, Figures S 1 through S3. Sprotte, E. C., Fuller, D. R., Greenwood, R. B., Mumm, H. A. Real, C. R., and Sherburne, R. W., 1980, Classification and Mapping of Quaternary Sedimentary Deposits for Purposed of Seismic Zonation, South Coastal Los Angeles Basin, Orange County, California, California Division of Mines and Geology Open File Report 80-19. U.S. Geological Survey, 1972, Newport Beach 7.5 -Minute Topographic Map. Ziony, J. I., and Jones, L. M., 1989, Map Showing Late Quaternary Faults and 1978-1984 Seismicity of the Los Angeles Region, California, U.S. Geological Survey Miscellaneous Field Studies Map MF -1964. Geocon Project No W1033-88-01 September 5, 2019 12-170 TOPO! map printed on 08/17/19 from "LA.TPO" and "Untitled.tpg" 11/.y1bb/" W 111.W000" W VYGSt34 11/.tStf33j" W - rr;". r :' ` �fi f f l71' el 1 `.` o Ml RVI h�\Harbor i �` - GOUAITRY, C ~ tires Light v COI[Ir1s — \ hrin 4- 5 p : 3 4 a ' �� _Ba y _< Bey ' _ 5 �L\ ti Q Z. = W`' � dboaastir u-�� C m SUBJECT28 SITEV -- — - r9 � `� `)1 111 z, t• r4 1 117.91667° W 117.90600 W 0 '.%: I M0.1 ® FEET 0 t:UOm 1000m ?:int ed 'r= Topol C' 0 WildflvnY Productions(nmwtopoxozn) WG584 117.88333- W REFERENCE:U.S G S TOPOGRAPHIC MAPS 7 5 MINUTE SERIES, NEWPORT BEACH, CA QUADRANGLE GEOCON W E S T, I N C. 401w: 1 ENVIRONMENTAL GEOTECHNICAL MATERIALS 3303 N SAN FERNANDO BLVD - SUITE 100 - BURBANK, CA 91504 PHONE (818) 841-8388 - FAX (818) 841-1704 DRAFTED BY: RA CHECKED BY: SFK VICINITY MAP 50 MAIN STREET NEWPORT BEACH, CALIFORNIA SEPTEMBER 2019 PROJECT NO. W1033-88-01 FIG. 1 LEGEND 132 Approximate London of Bonng Appmximate Locabon of Proposed Structure 30' 60' CJ' EOCON SITE PLAN W s s r, IN C. 50 MAIN STREET i,WRRo°NMra1E"To °EM CI C"I"scaws =l 'aIM w rx,e NEWPORT BEACH. CALIFORNIA ram 1+,nxe iawl�c,a+ra rix te�s}zwasso quF1E0 uv jSI CHECREUUY 11A 5Eri:019 1 PROIECTNO. WIM7,t88A1 110.3 12-172 Reference: Jennings, C.W. and Bryant. W. k, 2910. Fault Activity Map of California. California Geological Survey Geologic Data Map No. 6. Nlk t Ji 6, SMV7 143 . A i43'. A)' X, Wil 110 U=LL 0 12 24 Was GEOCONREGIONAL 40 FAULT MAP W El 5 T. I N C. 50 MAIN STREET EWROWEW& GF=CHNICAL a ERVL5 NEWPORT BEACH, CALIFORNIA 041AMU By CHECKED BY SFK .EK 2— I PROJECT NO WtUrB84�1FIQ SHAD or ..SL GEOCONREGIONAL 40 FAULT MAP W El 5 T. I N C. 50 MAIN STREET EWROWEW& GF=CHNICAL a ERVL5 NEWPORT BEACH, CALIFORNIA 041AMU By CHECKED BY SFK .EK 2— I PROJECT NO WtUrB84�1FIQ 12-173 n 1Fe r -r; l�YY1 lJ :� jam. • I �'v i y. 1 � / Lim. Vii, a: I• J t�-�r • � rl;:Tr Brij- .' . =-�% � � •�• �• •� _ � r—.'a r ' �K, ' r > • rJ rT f 70 TLI �• .o�� - EPICENTER MAP LEGEND •R>, '/ J 1 -I ? _ :�. r7 r.�.- _ seam - lasz- Part]d tm 1-31 lops SITE °1 \ I IJ i 1• µ' YfheL Q• • • -, J..ii f- �i bi'`S ''C•� ••� IMPEpIAL -- 'xl tli:tarkal fauFirg .\ 1 :� fes/ --' Ht'.ownv Faul's:p ��'-• C 4 � I `:. r � l ,�l 1^ r i ti, y' ©. wplwya IlmarS ` ( I � � HI9Ms'la IAWiOr] � I1 l ! fl -.., J %r 1111110 0 Lae[rrte dginol1.12fl5 \ " GEOCON oartlawwayear REGIONAL SEISMICITY MAP W B S T. Y N 0. Rab. Toppozaaa, T„ Branum. D., Petersen. M Ha Roan, C., Crampy, C-, and REichla. M. zona. ENNROH.181i% GEOTECHdIe "A "ALS 50 MAIN STREET Egoee1--d Areas barnagptlby Mz5Cal,fpm,a E-tt ,3eps, 1800- 1999, Caktorraa -E1. NEWPORT BEACH, CALIFORNIA Crn4o-glcal Sumey. Map Sheel 49 0 20 40 Miles vawE le ele.i eJee FNI ;e,al rw::tw ❑RAFTED BY RA CHECKED BY SEK SEPT 2019 1 FROJECT NO W10334i8d1 I FIG J 12-174 Client : 50 Main St, Newport Beach File No.: W1033-88-01 Boring: 1 GEOCO EMPIRICAL ESTIMATION OF LIQUEFACTION POTENTIAL DESIGN EARTHQUAKE NCEER (1996) METHOD FARTHN IAKF INrnP1VATIr)1,J Earthquake Magri itude: 6.68 Peak Horiz. Acceleration PGAM1, (g): 0.734 213 PGA, (g): 0.490 Calculated Ma .W1 .Factor: 0.747 Historic High Groundwater: 5.0 Groundwater Depth During Ex location: 7.0 LIQUEFACTION CALCULATIONS: y By Thomas F_ Blake (1994-1996) ENERGY & ROD C0RRECTt0NS Energy Correction CE for N60: 1.25 Rod Len.Corr. CR 0•no or 1 -yes): 1.0 Bore Dia. Corr. (CB): 1.00 Sampler Corr, (CS): 120 Use Ksi ma 0 or 1): 1 0 nit Wt. Water (pcr): 624 Depth to Base ( 1) Total unit Wt.. (pcf) water (0 or 1) FIELD SPT (N) Depth o SPT (ft) Liq. us. (0 ort) - D (%) Est. r (%) N Factor orrected (N1)60 nil Wt. (psf) esist. CRR rd Facior Intluced CSR Lique ac. Safe.Fact. 1.0 111.1 0 11.0 1.0 1 2 80 1.700 21.0 111,1 0,230 0r998 0.237- 2.0 111.1 0 11.0 2.0 1 2 78 1.700 21.0 111.1 0.230 0.993 4.236 -- 3.0 111.1 0 11.0 3.0 1 2 76 1700 21.0 111.1 0.230 0.989 0,235 - 4.0 111.1 0 11.0 4.0 1 2 75 1.700 21.3 111.1 0.230 0.964 0.234 - 5.0 111.1 1 11.0 5.0 1 2 73 1.700 21_0 48,7 0.230 0.979 0248 0.93 6.0 111.1 1 11.0 6.0 1 2 73 1.700 21.0 48.7 0.230 0.975 0,274 0.84 7.0 124.2 1 11.0 7.0 1 2 72 1.700 21.0 61.8 0.230 0.970 0,294 0.78 8.0 124.2 1 11.0 8.0 1 2 71 1.658 20.5 61.8 0.224 0.966 0.309 0.73 9.0 124.2 1 11.0 9.0 1 2 70 1.595 19.7 61.8 1 0.215 0,961 0.321 0.67 10.0 124.2 1 15.0 10,0 1 4 61 1.538 260 61.8 0.302 0.957 0.330 0.92 11.0 124.2 1 15.0 10.0 1 4 81 1.487 25.1 61A 0.287 0-952 0.338 0,85 12.0 1344 1 26.0 1 1 104 1.4 ---4-T.7- .0 In in. --G-T4-T--_774 Non-Liq. 13.0 134.4 1 28.0 150 1 104 1-386 47.0 72.0 Infin. 0.943 0.348 Non-Liq. 14.0 134.4 1 28.0 15.0 1 104 1.344 45.5 72.o Infin. 0.938 0.351 Non-Liq. 15.0 134,4 1 26.0 15.0 1 104 1.304 44.2 72.0 Infin. 0.934 0.354 Non-Liq. 16.0 134.4 1 28.0 15.0 1 104 1.266 42.9 72.0 Infin. 0.929 0.356 Non-Liq. 17.0 134.4 1 37.0 17.5 1 116 1234 58.6 72.0 Infin. 0.925 0.357 Non-Liq. 18-0 134.4 1 1 37.0 17.5 1 116 1.203 57.1 72.0 Infin. 0.920 0.358 Non-Liq. 19.0 134.4 1 37.0 17,5 1 116 1.174 55.7 72.0 In in 0.915 0.359 Non-Liq. 20.0 130.9 1 37.0 17.5 1 116 1.147 54.5 68-5 Infin. 0.911 0.360 Non-Liq. 21.0 130.9 1 37.0 17.5 1 116 1.123 53.3 68.5 In 1n. 0.906 0.361 Non-Liq. 22.0 130.9 1 37.0 22-5 1 110 1.101 56.7 68.5 In rn. 0.902 0.361 NomLiq. 23.0 130.9 1 37.0 22.5 1 110 1.080 55.6 68.5 Infin. 0.897 0.361 Non-Liq. 24.0 130.9 1 37.0 22.5 1 110 1.060 54.6 68.5 Infin. 0.893 0.361 Non-Liq. 25.0 125.2 1 37.0 22.5 1 110 1.041 53,6 62.8 Infin. 0.888 0.361 Non-Liq. 26.0 125.2 1 37.0 22.5 1 110 1.025 52.8 62.8 1 Infin. 0.883 0.361 Non-Liq. 27.0 125.2 1 1 37.0 27.5 1 1 105 1.008 54.8 62.8 Infin. 0.879 0.361 Non-Liq. 28.0 125.2 1 37.0 27.5 1 106 0.994 54.0 62.8 Infin. 0.874 0.361 Non-Liq, 29.0 125.2 1 1 105 0-9 5 53.2 Inn 6.97o 0.361 Non-Liq. 30.0 126.0 1 37.0 27.5 1 106 0.968 52.5 63.6 Infin 0.865 0.360 Non-Liq. 31.0 126-0 1 37.0 27.5 1 106 0.852 51.7 63.6 Infin. 0.861 0.360 Non-Liq, 32.0 126.0 1 .0 32.5 1 105 0.939 54.9 63.6 Infin. 0.856 0.359 NomLiq. 33.5 126.0 1 39.0 32.5 1 105 0.924 54.0 63.6 Infin, 0.850 0.358 Nnn-Liq. 340 122.6 1 40.0 37.5 1 102 0.918 55.1 60.2 Infin. 0.846 0.357 Non-Liq, 35.0 122.6 1 40.0 37.5 1 102 0.904 54.3 60.2 1 Win. 0.842 0.357 Non-Liq, 360 122.6 1 40.0 37.5 1 102 0.894 53.6 60.2 1 In in. 0.838 0-355 Non-Liq. 3Z0 122-5 1 40.0 37.5 1 102 0.884 53.0 60.2 Infin. 0.833 0.356 Non-Liq_ 36.0 122.6 1 40.0 37.5 1 102 0.874 524 60.2 Infin. 0.829 0.355 Non-Liq. 39,0 122.5 1 40.0 37.5 1 102 0.865 51.9 60.2 In in. 0.824 0.354 Non-Liq. 40.0 127,3 1 40.0 37.5 1 102 0.855 51.3 64.9 Infin. 0.819 0.353 NomLiq. 41.0 127.3 1 40.0 37.5 1 102 0.845 50.7 64,9 infin. 0.815 0.352 Ncm Liq. 42.0 127.3 1 47.0 42.5 1 107 0.836 59.0 64.9 Infin. Q810 0-350 Npn-Liq. 43.0 127.3 1 47.0 42.5 1 107 0.827 58.3 64.9 Infin. 0.806 0.349 NomLiq. 44.0 127.3 1 47.0 42.5 1 107 0.819 57.7 64.9 Infin. 0.801 0.347 Non-Liq. 45.0 125.2 1 47.0 42.5 1 107 0.810 -T8-U2- 57.1 62.8 lnfin. 0.797 0.346 Non-Liq. 4 125.2 1 47.0 425 1 1-6-7 96.9 62.8 in in. --0.7T2- 0. 4 Non-Liq. 47.0 125.2 1 57.0 47.5 1 115 0.795 68.0 62.8 Infin. 0.787 0.343 Non-Liq. 48.0 125.2 1 57.0 47.5 1 115 0.787 67.3 62.8 Infin, 0.783 0.342 Non-Liq. 49.0 125.2 1 57.0 47.5 1 115 0780 66.7 62.8 1 Infin- 0.778 U.340 Non-Liq. ou.t. 127.8 1 57.0 41.t 1 115 -577-1 65.9 65.4 I Inun U.113 1J.J:$9 I Nor -1-10. Figure 5 12-175 <<V>i-)� GEOCON Client : 50 Main St, Newport Beach File No.: W1033-88-01 Boring : t LIQUEFACTION SETTLEMENT ANALYSIS DESIGN EARTHQUAKE (SATURATED SAND AT INITIAL LIQUEFACTION CONDITION) NCEER (1996) METHOD EARTHQUAKE INFORMATION: Earthquake Magnitude: 6.68 PGAM (): 0.734 213 PGAM ): 0.49 Calculated Ma .Wt .Factor: 0.747 Historic High Groundwater: 5.0 Groundwater Exploration: 7.0 TO BASE COUNT N DENSITY (PCF) STRESS O (TSF) STRESS O' (TSF) DEN, Or (%) BLOWS (N1)60 �a.. SAFETY FACTOR o umetnc Strain [els) (%) I 0. SETTLE. Pe (in.) 1.0 11 111.11 0.028 0.028 80 21 0.318 - 0.00 0.00 2.0 11 111.11 0.083 0.083 78 21 0.318 - 0.00 0.00 3.0 11 111.11 0.139 0.139 76 21 0.318 - 0.00 0.00 4.0 11 111,11 0.194 0.194 75 21 0.318 - 0.00 0.00 5.0 11 111.11 0.250 0.234 73 21 0.339 0.93 1.30 0.16 6.0 11 111.11 0.306 0.259 73 21 0.376 0.84 1,40 0.17 7.0 11 124.1643 0.364 0.286 72 21 0.405 038 1.40 0.17 8.0 11 124.1643 0,426 0.317 71 21 0.428 0.73 1.40 0.17 9.0 11 124.1643 0,489 0.348 70 20 0.447 0.67 1.60 0.19 10.0 15 124.1643 0,551 0.379 81 26 0.462 0.92 1.10 0.13 11.0 15 124.1643 0.613 0.410 81 25 0.476 0.85 1.10 0.13 12.0 28 134.4156 0,677 0.443 104 49 0.486 Non-Liq. 0.00 0.00 13.0 28 134.4156 0,745 0.479 104 47 0.494 Nan-Liq, 0.00 0.00 14.0 26 134.4156 0.812 0.515 104 46 0.501 Nan-Liq, 0.00 0.00 15.0 28 134.4156 0.879 0.551 104 44 0.507 Non-Liq. 0.00 0.00 16.0 28 134.4156 0.946 0.587 104 43 0.513 Non-Liq, 0.00 0.00 17.0 37 134.4156 1.013 0.623 116 59 0.517 Non-Liq. 0.00 0.00 18.0 37 134.4156 1.081 0.659 116 57 0.521 Non-Liq. 0.00 0.00 19.0 37 134.4156 1.148 0.695 116 56 0.525 Non-Liq. 0.00 0.00 20.0 37 130.9091 1.214 0.731 116 54 0.529 Nan-Liq. 0.00 0.00 21.0 37 130,9091 1.280 0.765 116 53 0.532 on- iq. 0.00 0.00 22.0 37 130.9091 1.345 0.799 110 57 0.536 Non-Liq. 0.00 0.00 23.0 37 130.9091 1.410 0.833 110 56 0.539 Non-Liq. 0.00 OM 24.0 37 130.9091 1.476 0.868 110 55 0.541 Non-Liq. 0.00 07 25.0 37 125.1816 1.540 0.900 110 54 0.544 Non-Liq_ 0.00 0.00 26.0 37 125.1816 1.603 0.932 110 53 0.547 Non-Liq, 0.00 0.00 27.0 37 125.1816 1.665 0.963 106 55 0.550 Non-Liq, 0.00 0.00 28.0 37 125.1816 1.728 0.995 106 54 0.553 Non-Liq. 0,00 0,00 29.0 37 125,1816 1.790 1.026 106 53 0.555 Non-Liq. Mo 000 30.0 37 126.0126 1.853 1.058 106 52 0.558 Non-Liq. 0.00 0.00 31.0 37 126.0126 1.916 1.089 106 52 0.560 Non-Liq. 0.00 0.00 32.0 39 126.0126 1.979 1.121 105 55 0.562 Non-Liq. 0.00 0.00 33.5 39 126.0126 2.058 1.161 105 54 0.564 Non-Liq. 0.00 0.00 34.0 40 122.5588 2.089 1.176 102 55 0.565 Non-Liq. 0.00 0.00 35.0 40 122.5588 2.166 1.214 102 54 0.568 Non-Liq. 0.00 0.00 36.0 40 122.5588 2.227 1.244 102 54 0.570 Non-Liq. 0.00 0.00 37.0 40 122.5588 2.288 1.274 102 53 0.571 Non-Liq. 0.00 0.00 38.0 40 122.5588 2,349 1.304 102 52 0.573 Non-Liq. 0.00 0.00 39.0 40 122.5588 2.411 1.334 102 52 0.575 Non-Liq. 0.00 0.00 40.0 40 127.3266 2.473 1.366 102 51 0.576 Non-Liq_ 0.00 0.00 41.0 40 127.3266 2-537 1.398 102 51 0.577 Non-Liq. 0.00 0.00 42.0 47 127.3266 2.600 1.430 107 59 0.579 Non-Liq. 0.00 0.00 43.0 47 127.3266 2.664 1.463 107 58 0.580 Non-Liq. 0.00 0.00 44.0 47 127.3266 2.728 1.495 107 58 0 580 Non-Liq. 0.00 0.00 45.0 47 125.154 2.791 1.527 107 57 0.582 Non-Liq, 0.00 0.00 46.0 47 125.154 2.854 1.559 107 57 0.583 Non-Liq, 0.00 0.00 47.0 57 125.154 2.916 1.590 115 68 0.584 Non-Liq, 0.00 0.00 48.0 57 125.154 2.979 1.621 1 115 1 67 0.585 Non-Liq. 0.00 0.00 49.0 57 125.154 3.041 1.653 1 115 1 67 0.586 Non-Liq. 0.00 0.00 50.5 57 127.8424 3.120 1.693 1 115 1 66 0.587 Non-Liq. 0.00 0.00 TOTAL SETTLEMENT = 1 1 INCHES Figure 6 12-176 <0) GEOCON NCEER (1996) METHOD EARTHQUAKE INFORMATION Client: 50 Main St, Newport Beach File No.: W1033-88-01 Boring: 1 EMPIRICAL ESTIMATION OF LIQUEFACTION POTENTIAL MAXIMUM CONSIDERED EARTHQUAKE Earthquake Magnitude: 6.78 Peak Hoft. Acceleratian PGAn, (g): 0734 Calculated Ma .Wt .Factor, 0.776 Historic High Groundwater: 50 Groundwater Depth Duding Exploration: 7.0 LIQUEFACTION CALCULATIONS: III -Int Wt. WateT pcfi: 62.4 By Thomas F. Blake (1994-1996) ENERGY& ROD CORRECTIONS' Enerqv Correction CE for N60: 1.25 Rod Len.Corr. CR 0 -no or 1 -yes): 1.0 Bore Dia. Corr. (CB): 1.00 Sampler Con-, (Cs): 1.20 Use Ksi ma 0 or 1 1.0 Depth to Sase (fl) Total nil Wt. (pcf) aier (0 or 1) IELG SPT (N) 6eplh o SPT {ft} Liq. us. {0 or 1 } -200 1%) Esl, Dr (1/-) N Factor Corrected (Nt )60 E .Unit Wt.(psf) Resist. CRR rd Factor Mtluced CSR Lique ac. Safe.Fact. 1.0 111.1 0 110 1.0 1 2 80 1.700 1. 111.1 0.230 0.958 0.369 -- 2.0 111.1 0 11.0 2.0 1 2 78 1.700 21.0 111.1 0.230 0.993 0.366 - 3.0 111.1 0 11.0 3.0 1 2 76 1.700 21.0 111,1 0.230 0.989 0.366 -- 4.0 111.1 0 11.0 4.0 1 2 75 1.700 21.0 111.1 0.230 0.984 0.364 -- 5.0 111.1 1 11.0 5.0 1 2 73 1.700 21.0 48.7 0.230 0.979 0.387 0.59 6.0 111.1 1 11.0 6.0 1 2 73 1. 00 210 48.7 0.230 0.975 0.426 0.54 7.0 124.2 1 11.0 7.0 1 2 72 1.700 21_0 61.8 0.230 1970 0 457 0.50 8.0 124.2 1 11.0 8.0 1 2 71 1.658 20.5 61.8 0.224 0.966 0.481 0.47 9.11 124.2 1 11.0 9.0 1 2 70 1.595 19.7 61.8 0.215 0.061 0.499 0.43 10.0 124.2 1 15.0 10.0 1 4 81 1.538 26.0 61.8 0.302 0.957 0.515 0.59 11.0 124.2 1 15.0 10.0 1 4 81 1.487 25.1 61.8 0.287 0.952 0.527 0.54 12.0 134.4 1 28.0 15.0 1 104 1 437 48.7 72.0 In in. 0.947 0.536 Non-Liq. 13.0 134.4 1 28.0 15.0 1 104 1.388 47.0 72.0 Infin, 0.943 0.542 Non-Liq. 14,0 134.4 1 28.0 15.0 1 104 1.344 45.5 72.0 In13n. 0.938 0.547 Non-Liq. 15.0 134.4 1 28.0 15.0 1 104 1-304 44,2 72.0 In in. 0.934 0.551 Non-Liq. 16.0 134.4 1 28.0 15.0 1 104 1.268 42.9 72.0 In in. 0.929 0.554 Non-Liq. 17,0 134.4 1 37.0 17.5 1 116 1.234 58.6 72.0 Infin. 0.925 0.557 Non-Liq. 18.0 134.4 1 37.0 17.5 1 116 1.203 57,1 72.0 In in. 0.920 0.558 Non-Liq. 19.0 134.4 1 37.0 17.5 1 116 1.174 55.7 72.0 --int-m- 0.915 0.559 Non -LO. 20.0 130.9 1 37.0 17.5 1 116 1.147 54.5 68.5 Infin. 0.911 0.561 Nan-Liq_ 21_0 130.9 1 37.0 17.5 1 116 1.123 53.3 68.5 Infin. 0.906 0.561 Non-Liq, 22.0 130.9 1 37.0 22.5 1 110 1.101 56.7 68.5 Infin, 0.902 0.562 Non-Liq. 23.0 130.9 1 37.0 22.5 1 110 1.080 55.6 68.5 In in. 0.897 0.562 Non-Liq. 24.0 130.9 1 37.0 22.5 1 110 1.060 54.6 68.5 In in. 0.893 0.562 Non-Liq. 25.0 125.2 1 37.0 22.5 1 1 110 1041 53.6 62.8 Infin. 0.888 0.562 Non-Liq. 26.0 125.2 i 37.0 22.5 1 110 1.0 5 52.8 62.8 Infin. 0.883 0.563 Nan-Liq. 27.0 125.2 1 37.0 27.5 1 106 1.009 54.8 62.8 Infin. 0.879 0.563 Nan-Liq. 28.0 125.2 1 37.0 27.5 1 106 0994 54.0 62.8 Infin. 0.874 0.562 Non-Liq. 29,0 125.2 1 37.0 27.5 1 106 0.979 53.2 62.8 Infin. 0.870 0.562 Non-Liq. 30.0 126.0 1 37.0 27.5 1 106 0.966 52.5 63.6 Infin. 0.865 0.561 Nan-Liq. 31.0 126.0 1 37.0 27.5 1 106 0.952 51.7 63.6 fn Fin. 0.861 0.560 Non-Liq. 32.0 126,0 1 39.0 32.5 1 105 0.939 54.9 63.6 in in. 0.856 0559 Non-Liq. 33.5 1213.0 1 39.0 32.5 1 105 0.924 54.0 63.6 Infin. 0.850 0.558 Nan-Liq. 34.0 122.6 1 40.0 37.5 102 0.918 55.1 60.2 Infin. 0.846 0.556 Nan-Liq. 35.0 122.6 1 40.0 37.5 102 0.904 54.3 60.2 Infin. 0.842 0556 Non-Liq. 36.0 122.6 1 40.0 37.5 102 0,894 53.6 60.2 Infin. 0.838 0.555 Non-Liq. 37.0 122.6 1 40.0 37.5 102 0,884 53.0 60.2 Infin. 0.833 0.554 Nan-Liq. 38.0 122.6 1 40.0 37.5 102 0.874 52.4 60.2 Infin. 0.829 0.553 Nan-Liq. 39.0 122.6 1 40-0 37.5 102 0 865 51.9 60.2 Infin. 0.824 0.551 Non-Liq. 40.0 127.3 1 40.0 37.5 1 102 0.855 51.3 64.9 Infin. 0.819 D.549 Non-Liq. 41.0 127.3 1 40.0 37.5 1 1 102 0.845 50.7 64.9 Infin 0.815 0,547 Nan-Liq. 42.0 127.3 1 47,0 42.5 1 107 0,836 59.0 54.9 Infin, 0.810 0.545 Non-Liq. 43.0 127.3 1 47. 4 1 _ _ 7 58.3 64.9 Infin. 0 Non-Liq. 44.0 127.3 1 47.0 42.5 i 107 0.819 57.7 64.9 In in. 0.801 0,541 Non-Liq. 45.0 125.2 1 470 42.5 1 107 0.810 57.1 62.8 Infin, 0.797 0.539 Non-Liq. 46.0 125.2 1 47.0 42.5 1 107 0.802 56.6 62.8 Infin, 0,792 0,537 Non-Liq. 47.0 125.2 1 57,0 47.5 1 115 0.795 68.0 62.8 Infin. 0787 0-535 Non-Liq. 48.0 125.2 1 57.0 47.5 1 115 0.787 67.3 62.8 Infin. 0.783 0.532 Non-Liq. 490. 725.2 1 57.0 47.5 1 115 0.780 66.7 62.8 Infin 0.778 0.530 Non-Liq. 0. 727.8 1 7.0 47.5 1 115 0.771 6 .9 .4 In in. 1,771 Non-L�q. Figure 7 12-177 GEOCON Client: 50 Main St, Newport Beach File No.: W1033-88-01 Boring : 1 LIQUEFACTION SETTLEMENT ANALYSIS MAXIMUM CONSIDERED EARTHQUAKE (SATURATED SAND AT INITIAL LIQUEFACTION CONDITION) NCEER (1996) METHOD EARTHQUAKE INFORMATION: Earthquake Magnitude: 6.67 PGAM (g): 0.734 Calculated Ma .Wt .1=actor: 0.744 Historic High Groundwater: 5.0 Groundwater Exploration: 7.0 Slope, S 0.5 Height of Sloping Surface Below Ground Surface: 0 Distance to Face: 0 I�Ep TO BASE OWW COUNT N DENSITY (PCF) STRESS O (TSF) STRESS O' (TSF) DEN. Dr (%) BLOWS (N1)60 av o o LI UEFA SAFETY FACTOR oumetnc Strain Ie,e) M EQ. SETTLE. Pe (in.) LAT. DISPLACE LD (ft) 1 11 111.11 0.028 0.028 80 21 0.477 0.00 0.00 2 11 111.11 0.083 0,083 78 21 0-477 0.00 0.00 3 11 111.11 0.139 0.139 76 21 0.477 0.00 0-00 4 11 111.11 0.194 0.194 75 21 0.477 0.00 0.00 -- 5 Ti- 111.11 0.250 0.234 73 21 0.509 0.62 1.40 0.17 0.11 6 11 111.11 0.306 0.259 73 21 0.563 0.56 1 AD 0.17 0.19 7 11 124.1643 0.364 0.286 72 21 0.607 0.52 1 AD 017 0.31 8 11 124.1643 0.426 0.317 71 21 0.641 0.49 1.40 0.17 0.35 9 11 124.1643 0.489 0.348 70 20 0.670 0.45 1,60 0.19 0.35 10 15 124-1643 0.551 0.379 81 26 0.693 0.61 1.10 0.13 0.06 11 15 124.1643 0.613 0.410 81 25 0.713 0.57 1.10 0.13 OAB 12 28 134.4156 0.677 0.443 104 49 0.729 Non-Liq. 0.00 0.00 13 28 134.4156 0.745 0.479 104 47 0.741 Non-Liq. 0.00 0.00 14 28 134.4156 0.812 0.515 104 46 0.751 Non-Liq. 0.00 0.00 15 28 134.4156 0.879 0.551 104 44 0.761 Non-Liq. 0.00 0.00 16 28 134.4156 0.946 0.587 104 43 0.769 Non-Liq. 0.00 0.00 17 37 134.4156 1.013 0.623 116 59 0.776 Non-Liq. 0.00 0.00 18 37 134.4156 1-081 0.659 116 57 0.782 1 Non-Liq. 0.00 0.00 19 37 134.4156 1-148 D.695 116 56 0.787 Non-Liq. 0.00 0.00 20 37 130.9691 1.214 0.731 116 54 0.793 Non-Liq. 0.00 0.00 21 37 130.9091 1.280 0.765 116 53 0.798 Non- iq. 0.00 0.00 22 37 130.9691 1.345 0.799 110 57 0.803 Non-Liq. 0.00 0.00 23 37 130.9091 1.410 0.833 110 56 0.808 Non-Liq. 0.00 0.00 24 37 130.9091 1,476 0.868 110 55 0.812 Non-Liq. 0.00 0.00 25 37 125.1816 1,540 0.900 110 54 0.816 Non-Liq. 0.00 0.00 26 37 125.1816 1,603 0.932 110 53 0.821 Non-Liq_ 0.00 0.00 27 37 125.1816 1.665 0.963 106 55 0.825 Non-Liq_ 0.00 0.00 28 37 125.1816 1.728 0.995 106 54 0.829 Nan-Liq_ 0.00 0.00 29 37 125.1816 1.790 1.026 106 53 0.833 Nan-Liq. 0.06 0.00 30 37 126.0126 1-853 1.058 106 52 0.836 Non-Liq. 0.00 0.00 31 37 126.0126 1.916 1.089 106 52 0.839 Non-Liq. 0.00 0.00 32 39 126.0126 1.979 1.121 105 55 0.842 Non-Liq. 0.00 0.00 33 39 126.0125 2.042 1.153 105 54 0.845 Non-Liq. 0.00 0.00 34 40 122.5588 2.104 1.164 102 55 0.848 Non-Liq. 0.00 0.00 35 40 122.5588 2.166 1.214 102 54 0 851 Non-Liq. 0.00 0.00 36 40 122.5588 2.227 1.244 102 54 0.854 Non-Liq. 0.00 0.00 37 40 122.5588 2.288 1.274 102 53 0.857 Non-Liq. 0.00 0.00 38 40 122.5588 2.349 1.304 102 52 0.859 Nan-Liq. 0.00 0.00 39 40 122.5588 2.411 1.334 102 52 0.862 Non-Liq. 0.00 0.00 40 40 127.3266 2.473 1.366 102 51 0.864 Non-Liq. 0.00 0.00 41 40 127.3266 2.537 1.398 102 51 0.866 Non-Liq_ 0.00 0.00 42 47 127.3266 2.600 1.430 107 59 0.867 Non-Liq_ 0.00 0.00 43 47 127.3266 2.664 1.463 107 58 0.869 Non-Liq. 0.00 0.00 44 47 127.3266 2.728 1.495 107 58 0.870 Non-Liq. 0.00 0.00 45 47 125,154 2.791 1.527 107 57 0.872 Non-Liq. 0.00 0.00 46 47 125.154 2.854 1.559 107 57 0.873 Non-Liq. 0.00 0.00 47 57 125.154 2.916 1.590 115 68 0.875 Non-Liq, 0.00 0.00 48 57 125.154 2.979 1.621 115 67 0.876 Non-Liq. 0.00 6.00 49 57 125,154 3.041 1.553 115 67 0.878 Non-Liq. 0.00 0.00 0 -5r 127.8424 1 3.104 1.66b 115 66 0.879 on- iq, 0.00 0.00 TOTAL SETTLEMENT= TOTAL LATERAL DISPLACEMENT= 1.1 INCHES 1.5 FEET Figure 8 12-178 GROUND SURFACE d e � d � — - --- PROPERLY COMPACTED BACKFILL RETAINING WALL GEOCON�� W E S T, I N C. ENVIRONMENTAL GEOTECHNICAL MATERIALS 3303 N SAN FERNANDO BLVD - SUITE 100 - BURBANK. CA 91504 PHONE (818) 841-8388 - FAX (818) 841-1704 DRAFTED BY: PZ CHECKED BY: JTA / �//?//;"/ / WATERPROOF WALL -CRUSHED ROCK H FILTER FABRIC ENVELOPE MIRAF I 140N OR EQUIVALENT 213 H ! -I 4' DIA. PERFORATED AIRS OR ADS PIPE - EXTEND TO DRAINAGE SYSTEM NO SCALE RETAINING WALL DRAIN DETAIL 50 MAIN STREET NEWPORT BEACH, CALIFORNIA SEPT. 2019 1 PROJECT NO. W1033-88-01 FIG 9 12-179 a l 01� I.O-H-£COLM ON 10310�ld 6[OZ '1d3S VIN�IOJI�V3 4H3V�19 1?iOdM�]N 1lEl�J1S NIVW 09 TV1D0 NIV2]0 �WAA ONINIViEla �]1VOS ON Bono 03A06dd7 Ol O30N31X3 3did 0Ad 031VH0.4N9d 0Y3,n03HOS'710 „Y 1N3,7AIn03 80 NOK IJV81VY 3d0,3AN3 018873 2i3111d I'ldfld n0 L) N0021 O31-ISn2i0 ..vic 13311H3 JNId002id ?J (LN3,7AInC 0001 NMJU-r) "13N7d 900 VI AG (137103H0 Zd :Jk9 03131 210 4oLL-L MIR) XHd - 92ML11790M) 3N0Hd V091.6 V0 'NNvs8no -001. 311nS - OAIS OONVN83J NVS 'N £OEC SIH1831VII WOINH331030 WiN31NNOUAN3 00 N000a I „Id7i079 03107dW00 Al, :13d08cl 13L X/ 3ovziHnS ONnajE> Av N011daNnoAY=i „7M i - 9NINI719L1 12-180 APPENDIX 12-181 APPENDIX A FIELD INVESTIGATION The site was initially explored on August 5, 2019 by drilling two 8 -inch diameter borings using a truck- mounted mud -rotary drilling machine. The borings were drilled to depths of 20'/2 and 50'/2 feet below the existing ground surface. Representative and relatively undisturbed samples were obtained by driving a 3 inch, O. D., California Modified Sampler into the "undisturbed" soil mass with blows from a 140 -pound auto -hammer falling 30 inches. The California Modified Sampler was equipped with 1 -inch high by 23/8 -inch diameter brass sampler rings to facilitate soil removal and testing. Bulk samples were also obtained. Standard Penetration Tests were performed in boring B 1. The soil conditions encountered in the borings were visually examined, classified and logged in general accordance with the Unified Soil Classification System (USCS). The logs of the borings are presented on Figures A 1 and A2. The logs depict the soil and geologic conditions encountered and the depth at which samples were obtained. The logs also include our interpretation of the conditions between sampling intervals. Therefore, the logs contain both observed and interpreted data. We determined the lines designating the interface between soil materials on the logs using visual observations, penetration rates, excavation characteristics and other factors. The transition between materials may be abrupt or gradual. Where applicable, the boring logs were revised based on subsequent laboratory testing. The locations of the borings are shown on Figure 2. Geocon Project No. W 1033-88-01 September 5, 2019 12-182 PROJECT NO. W1033-88-01 } W BORING 1 o W DEPTH OJ Q SOIL , ~ Z LL Z" ir F- IN SAMPLE No. = z CLASS ELEV. (MSL.) — DATE COMPLETED 08/0512019 �QU) F- W � a o q Z `� F- FEET O O (USCS) W inno wWm >_ a 0! O z 20 EQUIPMENT Mud Rotary BY: JS a 0 o 0 MATERIAL DESCRIPTION 0 3" AC ! 9" Base ARTIFICIAL FILL Sand, poorly graded, medium dense, moist, light brown, fine-grained, 7777 2 BEACH DEPOSITS B I g2.5' Sand, poorly graded, medium dense, moist, light brown, fine-grained. 20 102.5 8.4 4 B 1 w5' SP - with brown mottles 11 14.9 6 .1 8 B I @7.5' - loose, brown, fine-grained with some medium -grained 12 102.7 20.9 10 BI@10' - medium dense, moist to wet, fine- to medium -grained, trace coarse-grained 15 21.5 OLD MARINE DEPOSITS 12 Sand, medium dense, wet, brown, fine-grained. 1812.5' 47 112.2 19.8 14 B 1 a l5' - fine-grained with some medium -grained 28 23.0 16 - dense 18 VA] 37 23.5 SP 20 B 1 g20' - very dense 94 108.1 2l l 22 moist, dense, olive brown, line -gained X2.5' 37 27.0 24 Bl� 5' - very dense 91 103.2 21.3 26 - dense, moist to wet 28 1 �d�7.5' 37 26.2 Figure Al, W1033-88-01 BORING LOGS.GPJ Log of Boring 1, Page 1 of 2 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I[] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE 1 .. WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON 12-183 PROJECT NO. W1033-88-01 Figure Al, W1033-88-01 BORING LOGS.GPJ Log of Boring 1, Page 2 of 2 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I[] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON 12-184 W BORING 1 O r DEPTH } (D Q SOIL F ~Qy ZLL W �Z IN SAMPLE NO. O Z CLASS ELEV. (MSL.) — DATE COMPLETED 08/05/2019 F- � c �_ o U) W FEET F J ] (USCS) LU w OJ tr O 0: EQUIPMENT Mud Rotary BY: JS 0- m ° U MATERIAL DESCRIPTION 30 B l 30' - moist, olive gray, some silt 88 102.2 23.3 32 SP @32.5' 39 26.6 _ -------------------------------------- Silty Sand, dense, moist, gray, fine-grained. --- ---------- Blg35' I J I. 64 96.2 27.4 36 38 B 1 937.5' i 40 25.2 40 B1@40' I - very dense 95 102.6 24.1 42 I" .I SM - dense, trace shell fragments 1942.5' .i �• i 47 23.0 44 B1945' I i - fine-grained, decrease in shell fragments 50 (5") 102.0 22.7 46 48 l 947.5' i - trace medium -grained 57 25.7 50 Total depth of boring: 50.5 feet. Fill to 1.5 feet. Groundwater encountered at 7 feet. Backfilled with cement bentonite grout. Surface restored. 'Penetration resistance for 140 -pound hammer falling 30 inches by auto -hammer. Figure Al, W1033-88-01 BORING LOGS.GPJ Log of Boring 1, Page 2 of 2 SAMPLE SYMBOLS SAMPLING UNSUCCESSFUL I[] ... STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q ... CHUNK SAMPLE t ... WATER TABLE OR SEEPAGE NOTE: THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON 12-184 PROJECT NO. W1033-88-01 Figure A2, W1033 -N-01 BORING LOGS.GPJ Log of Boring 2, Page 1 of 1 SAMPLE SYMBOLS - SAMPLING UNSUCCESSFUL 11 STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q . CHUNK SAMPLE _ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON 12-185 W BORING 2 Z W . DEPTH >_ F SOIL pUF I'_ Q-_j Z coo j IN SAMPLE NO. o Z CLASS ELEV. (MSL.) — DATE COMPLETED 08/05/2019 co Cr U) p LL Lu a o Z N ~ FEET O (USCS) W W m C{ v O J Cr c� EQUIPMENT Mud Rotary BY: JS a `" MATERIAL DESCRIPTION 0 BULK 5" AC ! 9" Base 0-5' ARTIFICIAL FILL. Sand, poorly graded, medium dense, moist, light brown, fine-grained with 2 some medium -grained, some shell fragments. BEACH DEPOSITS B2,42.5- 29 1024 65 Sand, poorly graded, medium dense, moist, light brown, fine -to 4 medium -grained, trace shell fragments. B2@5' SP - loose, moist to wet, olive brown, fine-grained, some fine gravel 11 89.7 222 6 i - 8 B2 @7 5' - medium dense. wet, fine-grained with sonic medium -grained 27 103.8 189 10 OLD NIARINE DEPOSITS B2 @ 10' Sand, dense, fine- to medium -grained, olive brown, trace fine shell fragments 57 106.8 19.5 12 2@12.5' - increase in shell fragments, trace coarse-grained sand 68 108.5 18.9 14 SP B2415' 62 1078 188 16 18 20 B2'a20 - moist, decrease in coarse-grained sand and shell fragments 7l l00 it 25.3 Total depth of boring: 20.5 feet Fill to l 5 feet Groundwater encountered at 6 Leet Backfilled with cement bentonite grout - Surface restored *Penetration resistance for 140 -pound hammer falling 30 inches by auto -hammer. Figure A2, W1033 -N-01 BORING LOGS.GPJ Log of Boring 2, Page 1 of 1 SAMPLE SYMBOLS - SAMPLING UNSUCCESSFUL 11 STANDARD PENETRATION TEST ... DRIVE SAMPLE (UNDISTURBED) ® ... DISTURBED OR BAG SAMPLE Q . CHUNK SAMPLE _ WATER TABLE OR SEEPAGE NOTE THE LOG OF SUBSURFACE CONDITIONS SHOWN HEREON APPLIES ONLY AT THE SPECIFIC BORING OR TRENCH LOCATION AND AT THE DATE INDICATED. IT IS NOT WARRANTED TO BE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND TIMES. GEOCON 12-185 APPENDIX 12-186 APPENDIX B LABORATORY TESTING Laboratory tests were performed in accordance with generally accepted test methods of the "American Society for Testing and Materials (ASTM)", or other suggested procedures. Selected samples were tested for direct shear strength, consolidation and expansion characteristics, moisture density relationships, grain -size, corrosivity, in-place dry density and moisture content. The results of the laboratory tests are summarized in Figures BI through 1313. The in-place dry density and moisture content of the samples tested are presented in the boring logs, Appendix A. Gcocon Project No. W1033-88-01 September 5. 2019 12-187 s.D Light Brown Sand (SP) 3 f} 40 i 4P 0.77 � 1.95 3.0 N Y_ 3.50 N N (6 2.0 to o.o " 0.0 1.0 2.0 3.0 4.0 5.0 Normal Stress (ksf) Boring Na. B-2 Project No.: W1033-88-01 50 Main Street << DIRECT SHEAR TEST RESULTS Consolidated Drained ASTM D-3080 -7>)1- Newport Beach, CA GEQCON Checked by: PZ Sept 2019 Figure B1 Depth (it) 0-5 Sam pie Type: Ring Soil Identification: Light Brown Sand (SP) 3 f} 5 Peak Shear Stress (kip/ftz) Soil Identification: Light Brown Sand (SP) 3 f} 5 Peak Shear Stress (kip/ftz) 4P 0.77 � 1.95 ,�, Normal Strest {kip/ft2} Sample No. Bi@o-s 1 3 5 Peak Shear Stress (kip/ftz) 4P 0.77 � 1.95 ,�, 3.50 12-188 5 ii 4.0 C, 3.0 1.0 00 0.0 1.0 2.0 3.0 4.0 5.0 Normal Stress (ksQ Baring No. B-2 Sample No. 82@2.5 Depth (ft) 2.5 Sample Tvpe: Ring Soil Identification: 1 Light Brown Sand (SP) Strength Parameters Peak Shear Stress (kip/ft2) Shear Stress @ End of Test (ksf) C (PSO {" Peak 457 33.2 Ultimate 5 34.3 Normal Strest (kip/ft2) 1 3 5 Peak Shear Stress (kip/ft2) Shear Stress @ End of Test (ksf) 1.07 E 2.51 A 3.69 La, 3.45 O 0.72 ❑ 1.99 Deformation Rate (in./min.) 0101 0.01 0.01 Initial Sample Height (in.) 1.0 1.0 1.0 Ring Inside Diameter (in.) 2.375 2.375 2.375 Initial Moisture Content (°/°} 15.1 9.0 10.0 Initial Dry Density (pef) 97.6 98.2 101.1 Initial Degree of Saturation (%} 56.0 33.8 40.5 Soil Height Before Shearing (in.) 1.2 1.2 1.2 Final Moisture Content (%) 23.0 21.3 20.9 Project No.: W1033-88-01 DIRECT SHEAR TEST RESULTS 50 Main Street Consolidated Drained ASTM D-3080 Newport Beach, CA GEocoN Checked by: PZ Sept. 2019 Figure 62 12-189 1.0 2.0 3.0 7.0 8.0 9.0 10.0 0 WATER ADDED AT 1.0 KSF 1 Consolidation Pressure (psf) 10 Project No.: W1033-88-01 CONSOLIDATION TEST RESULTS 50 Main Street ASTM D-2435 Newport Beach, CA GEOCON Checked by: PZ Sept. 2019 Figure B3 12-190 DRY DENSITY INITIAL FINAL SAMPLE ID. SOIL TYPE (PCF) MOISTURE (%) MOISTURE (%) Light Sand B1@2.5 Brown 99.1 15.1 19.7 Project No.: W1033-88-01 CONSOLIDATION TEST RESULTS 50 Main Street ASTM D-2435 Newport Beach, CA GEOCON Checked by: PZ Sept. 2019 Figure B3 12-190 12-191 WATER ADDED AT 1.0 KSF 0.0 Sand 1.0 24.9 24.1 2.0 - 3.0 — c 4.0 — — -- 0 C 5.0 -- 0 U c L 6.0 IL 7.0 8.0 9.0 — - — 10.0 0 1 10 Consolidation Pressure (psfl SAMPLE ID. SOIL TYPE DRY DENSITY INITIAL FINAL (PCF) MOISTURE (%) MOISTURE (%) Olive Brown 132@5 - Project No.: W1033-88-01 50 Main Street ® CONSOLIDATION TEST RESULTS ASTM D-2435 Newport Beach, CA GEOCON Checked by: PZ Sept. 2019 Figure B4 12-191 Sand 98 2 24.9 24.1 12-191 M 1.0 2.0 3.0 0 4.0 0 5.0 0 U c m m 6.0 7.0 ' 8.0 9.0 10.0 0 WATER ADDED AT 1.0 KSF 1 Consolidation Pressure (psfl 10 <7>-) Project No.: W1033-88-01 CONSOLIDATION TEST RESULTS 50 Main Street ASTM D-2435 Newport Beach, CA GEOCON Checked by: PZ Sept. 2019 Figure B5 12-192 DRY DENSITY INITIAL FINAL SAMPLE ID. SOIL TYPE (PCF) MOISTURE (%) MOISTURE (%) B1@7.5 Brown Sand (SP) 99.9 18.7 20.8 <7>-) Project No.: W1033-88-01 CONSOLIDATION TEST RESULTS 50 Main Street ASTM D-2435 Newport Beach, CA GEOCON Checked by: PZ Sept. 2019 Figure B5 12-192 SAMPLE ID. WATER ADDED AT 1.0 KSF DRY DENSITY 0.0 FINAL (PCF) MOISTURE {%) MOISTURE (%) Olive Sand 1.0 B2@10 {S�w)n 108 S 20.0 20.8 2.0 - -- -- 3.0 — -- 4.0 0 0 5.0 a U c m d EL 7.0 8.0 - 9.0 10.0 0 1 10 Consolidation Pressure (psf) - Project No.: W1033-88-01 50 Main Street ®� CONSOLIDATION TEST RESULTS ASTM D-2435 Newport Beach, CA GEOCON Checked by: PZ Sept. 2019 Figure B6 SAMPLE ID. SOIL TYPE DRY DENSITY INITIAL FINAL (PCF) MOISTURE {%) MOISTURE (%) Olive Sand B2@10 {S�w)n 108 S 20.0 20.8 12-193 SAMPLE ID. SOIL TYPE WATER ADDED AT 1.0 KSF INITIAL FINAL (PCF) MOISTURE (%) MOISTURE (%) 61@12.5 Brown Sand (SP) 0.0 20.7 21.6 1.0 2.0 3.0 0 4.0 - — - — -a 0 N 5.0 r- 0 U c 6.0 — 7.0 — — 8.0 - - -- 9.0 10.0 - - --- 0 1 10 Consolidation Pressure (psf) Project No.: W1033-88-01 50 Main Street ® CONSOLIDATION TEST RESULTS ASTM D-2435 Newport Beach, CA GEQCON Checked by: PZ Sept. 2019 Figure B7 SAMPLE ID. SOIL TYPE DRY DENSITY INITIAL FINAL (PCF) MOISTURE (%) MOISTURE (%) 61@12.5 Brown Sand (SP) 107.9 20.7 21.6 12-194 WATER ADDED AT 1.0 KSF 0.0 1.0 - 2.0 --- — 3.0 — 101.9 22.5 0 4.0 .2 — - - -- 0 5.0 0 U c 6.0 - m a 7.0 - - - - - - -- 8.0 -- --- — 9.0 - -- - 10.0 0 0 Consolidation Pressure (psf) SAMPLE ID. SOIL TYPE DRY DENSITY INITIAL FINAL (PCF) MOISTURE (%) MOISTURE (%) Olive Sand B2@15 (SP}n Project No.: W1033-88-01 50 Main Street << CONSOLIDATION TEST RESULTS 7>) ASTM D-2435 Newport Beach, CA GEOCON Checked by: PZ Sept. 2019 Figure B8 12-195 101.9 22.5 23.3 12-195 12-196 WATER ADDED AT 1.0 KSF Sand 0.0 95.8 27.1 28.2 1.0- )n 2.0 - - 3.0 - - 4.0 --- - - - ------ — y 0 5.0 --- — 0 U c 6.0 - - — a 7.0 8.0 -- 9.0 - - 10.0 -- -- - 0 1 10 Consolidation Pressure (psfj SAMPLE ID, SOIL TYPE DRY DENSITY INITIAL FINAL (PCF} MOISTURE (%) MOISTURE (%) Olive Brow B2@20 Project No.: W1033-88-01 50 Main Street 40P) CONSOLIDATION TEST RESULTS Newport Beach, CA ASTM D-2435 GEOCON Checked by: PZ Sept. 2019 Figure 69 12-196 Sand 95.8 27.1 28.2 )n 12-196 12-197 GRAVE SAN D SILT CLAY MEDIUM TO COARSE FINE .0 0 0 0 0 0 V ti N O O C7 . 0 m m P O 4 O Z Z Z Z O O Z Z 100.0 80.0 in 0 0 rV 60.0 O Z rn c 40.0 U QS ri 20.0 0.0 100 10 1 0.1 0.01 0.001 Grain Diamter (mm) Sample No. Percent Passing No. 200 Sieve 6-1 @ 5` 1.8 B-1 @ 10` 4.0 a Project No.: W1033-88-01 50 Main Street GRAIN SIZE ANALYSIS ASTM D-1140 Newport Beach, CA GEOCON Checked by: PZ Sept. 2019 Figure B10 12-197 B2@0-5 MOLDED SPECIMEN BEFORE TEST AFTER TEST Specimen Diameter (in.) 4.0 4.0 Specimen Height (in.) 1.0 1.0 Wt. Comp. Soil + Mold (gm) 541.0 569.7 Wt. of Mold (gm) 171.4 171.4 Specific Gravity (Assumed) 2.7 2.7 Wet Wt. of Soil + Cont. (gm) 677.4 569.7 Dry Wt. of Soil + Cont. (gm) 662.7 351.5 Wt. of Container (gm) 377.4 171.4 Moisture Content (%) 5.2 13.3 Wet Density Wo 111.5 120.0 Dry Density (pcf) 106.0 105.9 Void Ratio 0.6 0.6 Total Porosity 0.4 0.4 Pore Volume (cc) 76.8 75.3 Degree of Saturation (%) [Smear] 24.0 62.3 Date Time Pressure (psi) Elapsed Time (min) Dial Readings (in.) 8/13/2019 10:00 1.0 0 0.4051 8/13/2019 10:10 1.0 10 0.4053 Add Distilled Water to the Specimen 8/14/2019 10:00 1.0 1430 0.3977 8/14/2019 11:00 1.0 1490 0.3977 Expansion Index (EI meas) _ -7.6 Expansion Index ( Report ) Q Expansion Index, Elco CBC CLASSIFICATION * UBC CLASSIFICATION ** 0-20 Non -Expansive Very Low 21-50 Expansive Low 51-90 Expansive Medium 91-130 Expansive High >130 Expansive Very High Reference: 2816 California Building Code, Section 1803.5.3 Reference: 1997 Uniform Building Code, Table 18.1-B. Project No.: W1033-88-01 01n EXPANSION INDEX TEST RESULTS 50 Main Street ASTM D 4829 Newport Beach, CA GEQCON I Checked by: PZ Sept. 2019 Figure 1511 12-198 3arnple No: B2@0-5 Light Brown Sand (SP) TEST NO. 1 2 3 4 6 6 Wt. Compacted Soil + Mold (g) 5936 5974 6004 6034 Weight of Mold (g) 4296 4296 4296 4296 Net Weight of Soil (g) 1640 1678 1708 1738 Wet Weight of Soil + Cont (g) 1914.3 1938.4 2053.0 2097.1 Dry Weight of Soil + Cont. (g) 1840.8 1834.9 1911.7 1920.1 Weight of Container (g) 378.5 378.7 378.7 377.1 Moisture Content (%) 5.0 7.1 9.2 11.5 Wet Density (pcf) 108.6 111.1 113.1 115.1 Dry Density (pcf) 1 103.4 103.7 103.5 103.2 Maximum Dry Density (pci) 104.4 Optimum Moisture Content (%) $.2 120.0 115.0 v 110.0 CL 100.0 5.0 10.0 15.0 Moisture Content (%} 20.0 Preparation Method: A MODIFIED COMPACTION TEST OF Project No.: W1033-88-01 /Z4N � SOILS 50 Main Street ASTM D-1557 Newport Beach, CA GEOGON Checked by: P7 Sept. 2019 Figure B12 12-199 SUMMARY OF LABORATORY POTENTIAL OF HYDROGEN (pH) AND RESISTIVITY TEST RESULTS CALIFORNIA TEST NO. 643 Water Soluble Sulfate (% SQa) Sample No. pH Resistivity (ohm centimeters) S0 62 @ 0-5 8.9 7500 (Moderately Corrosive) SUMMARY OF LABORATORY CHLORIDE CONTENT TEST RESULTS EPA NO. 325.3 Sample No. Chloride Ion Content B2 @ 0-5 0.108 SUMMARY OF LABORATORY WATER SOLUBLE SULFATE TEST RESULTS CALIFORNIA TEST NO. 417 ® GEOCON CORROSIVITY TEST RESULTS Project No.: W1033-88-01 50 Main Street Newport Beach, CA Checked by; PZ Sept. 2019 Figure B13 Sample No. Water Soluble Sulfate (% SQa) Sulfate Exposure* BZ @ 0-5 O.D00 S0 12-200 Exhibit D Water and Wastewater Generation Estimate 12-201 10 -Feb -21 Newport Beach Jr. Lifeguard FIXTURE L1 TOTAL DFU TOTAL DFL) WATER CLOSET (FV) 4 4 4 16 LAVATORY 8 8 1 8 KITCHEN SINK 1 1 2 2 SHOWFRS 11 11 2 22 MOP SINK 1 1 2 2 FLOOR DRAIN/SINK 0 0 0 DRINKING FOUNTAIN 0 0.5 0 HOSE BIBB 0 0 0 4" SEWER 50� 12-202 10 -Feb -21 Newport Beach Jr. Lifeguard TOTAL DFU FIXTURE L1 TOTAL WSFU UNGROUPED WATER CLOSET (FV) 4 4 5 20 LAVATORY 8 8 1 8 KITCHEN SINK 1 1 1.5 1.5 SHOWERS 11 11 2 22 MOP SINK 1 1 1.5 1.5 FLOOR DRAIN/SINK 0 0 0 DRINKING FOUNTAIN 0 0.5 0 HOSE BIBB 0 0 0 ONE (1) 2" CW POC 12-203 104eb zl Newport Beach Jr. Lifeguard FIXTURE LL TD7,AL 1VSIU WATER CLOSET SFVy 4 4 5 7" 0 LAVATORY 6 0 1 0.75 6 D r, 6 KITCHEN SINK 1 1 1.5 1.125 1.125 LI25 1.125 SHOWERS 1I 11 2 1.5 L6.5 1.5 16.5 MOP SINK 1 I i.5 1.125 1.125 I.1I5 1.125 FLOOR DRAINISINK 0 0 0 0 0 0 � 1 CSOGP f 33 Gfg11, 12-204 Exhibit E Traffic Trip Generation Calculations 12-205 Junior Lifeguard Building -Traffic Generation Calculation City of Newport Beach 02/10/2021 12-206 Operational PeriodEnrollme Daily Trips 50% of participants walk/bike, 50% of Junior participants carpool at 2.5 participants per Lifeguard Existing and 1,300 participants vehicle and employees are considered single 320 daily Program Propos d Summer and 60 employees drivers to site (worst case) trips 3,075 sq.ft. (floor Recreation area used for ITE Trip Land Use 495 "Recreational Event Fall. Winter, and Recreation Community Center', 28.82 daily trips per 1,000 89 daily Facility Proposed Spring purposes) sq. ft. trips 89 daily Total Increase trips in Fall, Winter, and Spring 12-206 ATTACHMENT E MEMORANDUM OF UNDERSTANDING BETWEEN THE CITY OF NEWPORT BEACH AND THE NEWPORT BEACH JUNIOR LIFEGUARD FOUNDATION RELATED TO FUNDRAISING FOR THE JUNIOR LIFEGUARD BUILDING This Memorandum of Understanding ("Agreement") is entered into this 9th day of March, 2021 ("Effective Date"), by and between the City of Newport Beach, a California municipal corporation and charter city ("City"), and the Newport Beach Junior Lifeguard Foundation, a nonprofit public benefit corporation ("Foundation"). City and Foundation are at times individually referred to as "Party" and collectively as "Parties" herein. RECITALS WHEREAS, the Newport Beach Junior Lifeguard Program ("Program") was established in 1984 with two (2) instructors and fifty (50) junior lifeguards; WHEREAS, the Program rapidly expanded over the years and has become one of the City's most popular youth education programs teaching approximately 1,400 children annually about water safety, personal growth and how to care for one another; WHEREAS, there is a need for a new Junior Lifeguard Building ("Building") to support the Program as it is currently being administered from a 2,160 square foot temporary trailer with no running water or youth restrooms; WHEREAS, on May 14, 2019 the City Council approved a Professional Services Agreement ("PSA") with Jeff Katz Architecture ("JKA") for the design of the Building at a not -to -exceed price of Four Hundred Twenty Thousand Dollars and 00/100 ($422,000.00); WHEREAS, the Scope of Services under the PSA consists of four (4) phases: Phase 1 -conceptual design for the Building; Phase II -refinement of the conceptual design including furniture, fixtures and equipment ("FF&E") layouts as well as preparation of mechanical, plumbing and electrical plans; Phase III -completion of environmental review, coastal development and other regulatory permit issuance; and Phase IV -completion of construction documents for project bidding (Phases I-IV and the project description provided in Section 1.1 below shall be referred to herein as "Project"); WHEREAS, JKA has completed Phase 1 of the Project and the estimated cost of completion for the Project is Four Million Nine Hundred Thousand Dollars and 00/100 ($4,900,000.00); WHEREAS, many residents of the City are interested in helping support the completion of the Project by donating money to the Foundation; WHEREAS, in April 2020, the City Council created an Ad Hoc Subcommittee to explore private funding opportunities for the Project; and MEMORANDUM OF UNDERSTANDING - JUNIOR LIFEGUARD FOUN DATION 12-207 WHEREAS, City and Foundation desire to enter into this Agreement to set forth the authority and obligations of each Party. NOW, THEREFORE, for and in consideration of the mutual covenants and promises set forth herein, the City and Foundation do hereby agree as follows: 1. PROJECT DESCRIPTION AND BUILDING COST OF CONSTRUCTION. 1.1 Project Description. The Project, depicted in Exhibit "A" attached hereto and incorporated by reference, consists of construction of a 5,120 square foot building including a kitchen, office space, restrooms with showers and locker rooms, a meeting/conference space and equipment storage area. The building heights will meet current height restrictions for this area and are located north of the current FEMA VE Zone. Parking in the area will remain neutral and some passive park space will used to accommodate parking. Landscaping surrounding the building will be draught tolerant and similar to existing and establish landscape. 1.2 Pre -Construction Project Phasing. The Pre -Construction Project phases, estimated completion date for each phase and projected cost for each phase are as follows: Phase Description Projected Projected Cost Deadline I Conceptual design for the Completed Building II Refinement of the conceptual In Progress design including FF&E layouts as well as preparation of mechanical, plumbing and $420,000.00 electrical plans III Completion of environmental January 2022 review, coastal development permit and other regulatory permitissuance IV Completion of construction March 2022 documents for project bidding 1.3 Cost of Construction. The Parties agree that the cost of construction of the Building and FF&E (the "Building Construction Cost"), based upon the conceptual design prepared by JKA is estimated to be Four Million Nine Hundred Thousand Dollars and 001100 ($4,900,000.00) (the "Estimated "Building Construction Cost"). The Estimated Building Construction Cost includes all anticipated costs of obtaining permits, management, construction, and inspections. The Parties understand and agree that the Estimated Building Construction Cost is an estimate based upon the best available information known to the Parties at the commencement of this Agreement and that the actual Building Construction Cost may vary based upon several contingencies, including MEMORANDUM OF UNDERSTANDING -JUNIOR LIFEGUARD FOUN DATION 2 12-208 but not limited to, requirements of other permitting authorities, change(s) to the design and configuration of the Building and/or increase in the cost of materials and/or labor. 2. FOUNDATION OBLIGATIONS 2.1 Fundraising Commitment. The Foundation expressly agrees that it shall use best efforts to collect donations and pay to the City One Million Seven Hundred Fifty Thousand Dollars and 00/100 ($1,750,000.00) (the "Foundation Commitment") upon completion of Phase III by the City. If (i) the Building Construction Cost exceeds the Estimated Building Construction Cost (such excess costs, the "Additional Construction Costs") and (ii) the Foundation raises donations in excess of the Foundation Commitment, the Foundation expressly agrees to remit to the City such additional donations up to the amount of the Additional Construction Costs upon completion of Phase IV by the City. 2.2 Control Over Fundraising. City shall have no control over the manner or mechanism in which Foundation chooses to manage, hold or invest funds or the manner or mechanism in which Foundation solicits or receives funds. City shall not direct or authorize any specific fundraising activity; nor shall City prohibit or otherwise interfere with Foundation's fundraising activities. Foundation shall be solely responsible for soliciting donors, establishing partnerships with local businesses and organizations, and handling all administrative and other responsibilities related to fundraising. If Foundation is unable to raise the Foundation Commitment, Foundation shall be solely responsible for determining the use or distribution of all funds raised. Notwithstanding the foregoing, the Foundation represents that no part of any donation shall inure to the benefit of any officer, member or employee of the Foundation, except in payment of reasonable compensation for services rendered or administrative expenses necessarily incurred, which expenditures shall not exceed five percent (5%) of the total amount of donations actually collected and received for the Project and purchase of FF&E ("Reasonable Expenses"). Section 2.2 shall not be construed as limiting Foundation's obligations in Section 5 (Reporting and Accounting Requirements). 2.3 Fundraising Reports. From and after the commencement of this Agreement, the Foundation shall provide a report to the City Manager every six (6) months setting forth the total amount of donations received/collected as well as any donations pledged for the Building Construction Cost. Such written progress report may be transmitted in, and by, any format, including delivery by electronic mail. 2.4 Payment of Donation. Upon completion of Phase III, the City shall provide notice to the Foundation providing evidence reasonably satisfactory to the Foundation of the same. Within ninety (90) calendar days of receipt of such notice, the Foundation shall (i) demonstrate that funds in the amount of the Foundation Commitment have been deposited into an joint escrow account and (ii) cause such account to be for the benefit of the City pursuant to which the Foundation Commitment will be maintained in such account until it is either (x) released to the City upon allocation of funds by the City for its portion of the Project and execution of a construction agreement wherein the MEMORANDUM OF UNDERSTANDING - JUNIOR LIFEGUARD FOUN DATION 3 12-209 City is legally bound to pay for and construct the Project or (y) released to the Foundation upon termination of this Agreement in accordance with its terms. 3. CITY OBLIGATIONS 3.1 Phase Completion. The City shall complete Phases I through IV identified above. 3.2 Use of Donation. The City shall ensure that donated funds received from the Foundation shall be used solely for costs related to the construction of the Building and the purchase of FF&E. The City shall provide a report to the Foundation documenting use of the Foundation Commitment. 3.3 Project Control and Property Ownership. City shall have sole responsibility for and control over, the construction, project management, inspection and permitting, operation and maintenance of the Building. The Parties anticipate that construction of the Project shall take approximately eight months. At all times during and after the Term of this Agreement, the Building and all associated improvements including FF&E and the real property the Building shall be the sole property of the City. 4. TERM The term of this Agreement shall commence upon mutual execution of this Agreement and shall continue for five (5) years. If at the end of the Term, Foundation has not raised the Foundation Commitment, this Agreement shall terminate regardless of any design work already completed or any funds expended by either party. However, the Parties may extend the term of this Agreement by mutual written consent and an amendment to this Agreement. 5. REPORTING AND ACCOUNTING REQUIREMENTS 5.1. Records. At all times during the term of this Agreement, Foundation shall maintain true, proper, and complete books, records, and accounts (collectively, "Books and Records") in which shall be entered fully and accurately all donations received for the Project and purchase of FF&E as well as the expenditure of any funds donated for the Project for Reasonable Expenses. Foundation shall maintain the Books and Records in accordance with Generally Accepted Accounting Principles ("GAAP"). Foundation shall make available to City such Books and Records upon City's request. 5.2 Inspection. City shall have the right to designate its own employee representative(s) or designate a contracted representative(s) with a Certified Public Accounting firm who shall have the right to audit Foundation's accounting procedures and internal controls of Foundation's financial systems as they relate to this Agreement and to examine any cost, revenue, payment, claim, other records or supporting documentation resulting from any items set forth in this Agreement. Any such audit(s) shall be undertaken by City or its representative(s) at mutually agreed upon reasonable times and in MEMORANDUM OF UNDERSTANDING -JUNIOR LIFEGUARD FOUN DATION 4 12-210 conformance with generally accepted auditing standards. Foundation agrees to fully cooperate with any such audit(s). 5.3 Record Retention. This right to audit shall extend during the length of this Agreement and for a period of three (3) years or longer, if required by law, following the termination of this Agreement. Foundation agrees to retain all necessary records/documentation for the entire length of this audit period. 5.4 Donation Oversight. Foundation agrees to exercise prudent financial management processes including proper oversight of all donations. 6. INDEPENDENT ENTITY In the performance of this Agreement, the Foundation, and the volunteers, agents and employees of Foundation, shall act in an independent capacity and are not officers, employees or agents of the City. Nothing in this Agreement shall be deemed to constitute approval for Foundation or any of Foundation's volunteers, employees or agents, to be the agents or employees of City. 7. INDEMNIFICATION 7.1 To the fullest extent permitted by law, Foundation shall indemnify, defend and hold harmless City, its City Council, boards and commissions, officers, agents, volunteers, and employees (collectively, the "City Indemnified Parties") from and against any and all claims (including, without limitation, claims for bodily injury, death or damage to property), 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 (individually, a Claim; collectively, "Claims"), which may arise from or in any manner relate (directly or indirectly) to the breach of this Agreement or the negligent and/or willful acts, errors and/or omissions of Foundation, its principals, officers, agencies, employees vendors, suppliers, consultants, subcontractors, anyone employed directly or indirectly by any of them or for whose acts they may be liable or any or all of them. Likewise and to the fullest extent permitted by law, the City shall indemnify, defend and hold harmless Foundation, its boards and commissions, officers, agents, volunteers, and employees (collectively, the "Foundation Indemnified Parties" and together with the City Indemnified Parties, the "Indemnified Parties") from and against any and all Claims, which may arise from or in any manner relate (directly or indirectly) to the breach of this Agreement or the negligent and/or willful acts, errors and/or omissions of City, its principals, officers, agencies, employees vendors, suppliers, consultants, subcontractors, anyone employed directly or indirectly by any of them or for whose acts they may be liable or any or all of them. Notwithstanding the foregoing, nothing herein shall be construed to require either the City or Foundation to indemnify the Indemnified Parties from any Claim arising from the sole negligence or willful misconduct of such Indemnified Parties. Nothing in this MEMORANDUM OF UNDERSTANDING -JUNIOR LIFEGUARD FOUN DATION 5 12-211 indemnity shall be construed as authorizing any award of attorney's fees in any action on or to enforce the terms of this Agreement. This indemnity shall apply to all claims and liability regardless of whether any insurance policies are applicable. The policy limits do not act as a limitation upon the amount of indemnification to be provided pursuant to this Article 7. 8. INSURANCE Without limiting Foundation's indemnification of City, Foundation shall obtain, provide and maintain at its own expense during the term of this Agreement or for other periods as specified in this Agreement, policies of insurance of the type, amounts, terms and conditions described in the Insurance Requirements attached hereto as Exhibit C, and incorporated herein by reference. 9. PROHIBITION AGAINST TRANSFER Neither party shall assign, sublease, hypothecate, or transfer this Agreement directly or indirectly, by operation of law or otherwise without prior written consent the other party. Any attempt to do so without prior written consent of the other party shall be null and void. 10. NOTICES All notices, demands, requests or approvals to be given under this Agreement shall be given in writing and conclusively shall be deemed served when delivered personally or on the third business day after the deposit thereof in the United States mail, postage prepaid, first class mail, addressed as hereinafter provided. All notices, demands, requests or approvals from Foundation to City shall be addressed to the City at: Attn: City Manager City of Newport Beach 100 Civic Center Drive P.O. Box 1768 Newport Beach, CA 92658-8915 All notices, demands, requests or approvals from City to Foundation shall be addressed to Foundation at: Attn: Newport Beach Junior Lifeguard Foundation 1090 Sea Bluff Drive Costa Mesa, CA 92627 11. TERMINATION 11.1. Termination. Except as provided below, this Agreement shall terminate as provided in Section 4 (Term). MEMORANDUM OF UNDERSTANDING -JUNIOR LIFEGUARD FOUN DATION 6 12-212 11.2 Termination for Cause. Foundation shall be in default if Foundation fails or refuses to perform any duty required by the Agreement or performs in a manner inconsistent with the terms, conditions and restrictions in this Agreement. In such event, City shall give Foundation thirty (30) calendar days' written notice to cure, if the default can be cured and City shall be entitled to terminate this Agreement if Foundation has not cured the default within the thirty (30) calendar day cure period. City shall be entitled to immediately terminate this Agreement if the default cannot be cured through corrective action. 11.3. Termination without Cause. City may terminate this Agreement at any time with or without cause upon seven (7) days written notice to Foundation. 11.4 Specific Performance. Foundation agrees that the City has the legal right, and all necessary conditions have been satisfied, to specifically enforce Foundations' obligations. 11.5 Treatment of Donations Following Termination. In the event that this Agreement is terminated for any reason following execution of a construction agreement by the City, the Foundation shall transmit all donations collected by Foundation to the City. 12. STANDARD PROVISIONS 12.1 Compliance With all Laws. Foundation shall at its own cost and expense comply with all applicable statutes, ordinances, regulations and requirements of all governmental entities, including federal, state, county or municipal, whether now in force or hereinafter enacted. 12.2. Waiver. A waiver by either Party of any breach, of any term, covenant or condition contained herein shall not be deemed to be a waiver of any subsequent breach of the same or any other term, covenant or condition contained herein, whether of the same or a different character. 12.3 Integrated Contract. This Agreement represents the full and complete understanding of every kind or nature whatsoever between the parties hereto, and all preliminary negotiations and agreements of whatsoever kind or nature are merged herein. No verbal agreement or implied covenant shall be held to vary the provisions herein. 12.4 Interpretation. The terms of this Agreement shall be construed in accordance with the meaning of the language used and shall not be construed for or against either Party by reason of the authorship of the Agreement or any other rule of construction which might otherwise apply. 12.5 Amendments. This Agreement maybe modified or amended only by a written document executed by both Foundation and City and approved as to form by the City Attorney. MEMORANDUM OF UNDERSTANDING - JUNIOR LIFEGUARD FOUN DATION 7 12-213 12.6 Severability. If any term or portion of this Agreement is held to be invalid, illegal, or otherwise unenforceable by a court of competent jurisdiction, the remaining provisions of this Agreement shall continue in full force and effect. 12.7 Controlling Law and Venue. The laws of the State of California shall govern this Agreement and all matters relating to it and any action brought relating to this Agreement shall be adjudicated in a court of competent jurisdiction in the County of Orange, State of California. 12.8 Equal Opportunity Employment. Foundation currently does not have any direct employees but otherwise represents that it is an equal opportunity employer and it shall not discriminate against any contractor, employee or applicant for employment because of race, religion, color, national origin, handicap, ancestry, sex or age or any other impermissible basis under law. 12.9 No Attorney's Fees. In the event of any dispute or legal action arising under this Agreement, the prevailing party shall not be entitled to attorney's fees. 12.10 Counterparts. This Agreement may be executed in two (2) or more counterparts, each of which shall be deemed an original and all of which together shall constitute the same instrument. [SIGNATURES ON NEXT PAGE] MEMORANDUM OF UNDERSTANDING - JUNIOR LIFEGUARD FOUN DATION 8 12-214 IN WITNESS WHEREOF, the parties have caused this Agreement to be executed on the dates written below. APPROVED AS TO FORM: CITY ATTORNEY'S OFFICE Date: By: Aaron C Harp City Attorney ATTEST: Date: In Leilani I. Brown City Clerk CITY OF NEWPORT BEACH, a California municipal corporation Date: By: Brad Avery Mayor FOUNDATION: Newport Beach Junior Lifeguard Foundation, a California Nonprofit Corporation Date: By: Graham Joseph Harvey Chief Executive Officer Date: By: Christopher David Seib Secretary [END OF SIGNATURES] Attachments: Exhibit A — Conceptual Plan Exhibit B — Insurance Requirements MEMORANDUM OF UNDERSTANDING -JUNIOR LIFEGUARD FOUN DATION I 12-215 EXHIBIT A CONCEPTUAL PLAN MEMORANDUM OF UNDERSTANDING -JUNIOR LIFEGUARD FOUN DATION 12-216 CONCEPT - FLOOR PLAN 67Dtri7LLlI PlA1rt7A pASp D+ EInRN NDIAN RtCHIpK �� EDI amucSlXK Im : Isoss, li / rl�. O/BI DEOT � COV9lD OEC[ 11�G 1Zi I7D� I.1 1,51555 � ' e:E ' Id nr .1�_ .V RAlm nr n1V` Irk uu DORMI ML �--AL ja AOlAG: F--7- 40 1141�." IIS' 116 117 S��usr lJNAuID6 _ aro TJ Ulmno n 71D lo/ no M111 t/. rosE' IIs SF Ilss 111 112 0$1 /Osi 60Y b / a y � MOtS'celOdltS NEWPORT BEACH JUNIOR LIFEGUARD BUILDING - SCHEMATIC DESIGN/CITY SUBMITTAL [JAI I: 101K."Mll 5 EGNPMOn ISI r STORAGE 117 i 675 Si LEDEKD SSS7ROO IAS t LOCKERS - 3W $4 n. AD".L NMSPACE- 1.ISD so. rt. :X59705 C,RCUTATIOW no sQL n. Q1910R EV RAC: i DECK- 1.7DS SD. n. XOCMEN/RRtIR ROOM 6 CATERING 145 S6 R. n0! S/ACE • LOCKERS L SSORAOt- ns SG. n. 0pLR7 AND STORAGE AREAS- I.63S SG, 7T. N JKAe f f k a t ARCHITECTUREMV 12-217 EXHIBIT B INSURANCE REQUIREMENTS 1. Provision of Insurance. Without limiting Foundation's indemnification of City, Foundation shall obtain, provide and maintain at its own expense during the term of this Agreement, policies of insurance of the type and amounts described below and in a form satisfactory to City. Foundation agrees to provide insurance in accordance with requirements set forth here. If Foundation uses existing coverage to comply and that coverage does not meet these requirements, Foundation agrees to amend, supplement or endorse the existing coverage. 2. Acceptable Insurers. All insurance policies shall be issued by an insurance company currently authorized by the Insurance Commissioner to transact business of insurance in the State of California, with an assigned policyholders' Rating of A- (or higher) and Financial Size Category Class VII (or larger) in accordance with the latest edition of Best's Key Rating Guide, unless otherwise approved by the City's Risk Manager. 3. Coverage Requirements. A. Workers' Compensation Insurance. Foundation shall maintain Workers' Compensation Insurance, statutory limits, and Employer's Liability Insurance with limits of at least one million dollars ($1,000,000) each accident for bodily injury by accident and each employee for bodily injury by disease in accordance with the laws of the State of California, Section 3700 of the Labor Code if the Foundation hires employees. Foundation shall submit to City, along with the certificate of insurance, a Waiver of Subrogation endorsement in favor of City, its City Council, boards and commissions, officers, agents, volunteers, and employees. Foundation shall submit to City, along with the certificate of insurance, a Waiver of Subrogation endorsement in favor of City, its City Council, boards and commissions, officers, agents, volunteers and employees. B. General Liability Insurance. Foundation shall maintain commercial general liability insurance, and if necessary umbrella liability insurance, with coverage at least as broad as provided by Insurance Services Office form CG 00 01, in an amount not less than one million dollars ($1,000,000) per occurrence, two million dollars ($2,000,000) general aggregate. The policy shall cover liability arising from premises, operations, personal and advertising injury, and liability assumed under an insured contract (including the tort liability of another assumed in a business contract). MEMORANDUM OF UNDERSTANDING - JUNIOR LIFEGUARD FOUN DATION 12-218 C. Automobile Liabilitv Insurance. Foundation shall maintain automobile insurance at least as broad as Insurance Services Office form CA 00 01 covering bodily injury and property damage for all activities of Foundation arising out of or connected in any way with the Agreement, including coverage for any owned, hired, non -owned or rented vehicles, in an amount not less than one million dollars ($1,000,000) combined single limit each accident. 4. Other Insurance Requirements. The policies are to contain, or be endorsed to contain, the following provisions.- A. rovisions: A. Waiver of Subrogation. All insurance coverage maintained or procured pursuant to this Agreement shall be endorsed to waive subrogation against City, its City Council, boards and commissions, officers, agents, volunteers, and employees or shall specifically allow Foundation or others providing insurance evidence in compliance with these requirements to waive their right of recovery prior to a loss. Foundation hereby waives its own right of recovery against City, and shall require similar written express waivers from each of its subcontractors. B. Additional Insured Status. All liability policies including general liability, excess liability, pollution liability, and automobile liability, if required, but not including professional liability, shall provide or be endorsed to provide that City, its City Council, boards and commissions, officers, agents, volunteers, and employees shall be included as insureds under such policies. C. Primary and Non Contributory. All liability coverage shall apply on a primary basis and shall not require contribution from any insurance or self-insurance maintained by City. D. Notice of Cancellation. All policies shall provide City with thirty (30) calendar days' notice of cancellation (except for nonpayment for which ten (10) calendar days' notice is required) or nonrenewal of coverage for each required coverage. 5. Additional Agreements Between the Parties. The Parties hereby agree to the following: A. Evidence of Insurance. Foundation shall provide certificates of insurance to City as evidence of the insurance coverage required herein, along with a waiver of subrogation endorsement for workers' compensation and other endorsements as specified herein for each coverage. Insurance certificates and endorsement must be approved by City's Risk Manager prior to commencement of performance. Current certification of insurance shall be kept on file with City at all times during the term of this Agreement. The certificates and endorsements for each MEMORANDUM OF UNDERSTANDING - JUNIOR LIFEGUARD FOUN DATION 12-219 insurance policy shall be signed by a person authorized by that insurer to bind coverage on its behalf. At least fifteen (15) days prior to the expiration of any such policy, evidence of insurance showing that such insurance coverage has been renewed or extended shall be filed with the City. If such coverage is cancelled or reduced, Foundation shall, within ten (10) days after receipt of written notice of such cancellation or reduction of coverage, file with the City evidence of insurance showing that the required insurance has been reinstated or has been provided through another insurance company or companies. City reserves the right to require complete, certified copies of all required insurance policies, at any time. B. City's Right to Revise Requirements. City reserves the right at any time during the term of the Agreement to change the amounts and types of insurance required by giving Foundation sixty (60) calendar days' advance written notice of such change. If such change results in substantial additional cost to Foundation, City and Foundation may renegotiate Foundation's compensation. C. Enforcement of Agreement Provisions. Foundation acknowledges and agrees that any actual or alleged failure on the part of City to inform Foundation of non-compliance with any requirement imposes no additional obligations on City nor does it waive any rights hereunder. D. Requirements not Limiting. Requirements of specific coverage features or limits contained in this Section are not intended as a limitation on coverage, limits or other requirements, or a waiver of any coverage normally provided by any insurance. Specific reference to a given coverage feature is for purposes of clarification only as it pertains to a given issue and is not intended by any party or insured to be all inclusive, or to the exclusion of other coverage, or a waiver of any type. If the Foundation maintains higher limits than the minimums shown above, the City requires and shall be entitled to coverage for higher limits maintained by the Foundation. Any available insurance proceeds in excess of the specified minimum limits of insurance and coverage shall be available to the City. E. Self-insured Retentions. Any self-insured retentions must be declared to and approved by City. City reserves the right to require that self- insured retentions be eliminated, lowered, or replaced by a deductible. Self-insurance will not be considered to comply with these requirements unless approved by City. F. City Remedies for Non -Compliance. If Foundation or any subcontractor fails to provide and maintain insurance as required herein, then City shall have the right but not the obligation, to purchase such insurance, to terminate this Agreement, or to suspend Foundation's right to proceed MEMORANDUM OF UNDERSTANDING - JUNIOR LIFEGUARD FOUN DATION 12-220 until proper evidence of insurance is provided. Any amounts paid by City shall, at City's sole option, be deducted from amounts payable to Foundation or reimbursed by Foundation upon demand. G. Timely Notice of Claims. Foundation shall give City prompt and timely notice of claims made or suits instituted that arise out of or result from Foundation's performance under this Agreement, and that involve or may involve coverage under any of the required liability policies. City assumes no obligation or liability by such notice, but has the right (but not the duty) to monitor the handling of any such claim or claims if they are likely to involve City. H. Foundation's Insurance. Foundation shall also procure and maintain, at its own cost and expense, any additional kinds of insurance, which in its own judgment may be necessary for its proper protection. MEMORANDUM OF UNDERSTANDING - JUNIOR LIFEGUARD FOUN DATION 12-221 Attachment F Coastal Land Use Plan (CLUP) Policy Analysis 12-222 Coastal Land Use Plan Policy Analysis (CLUP) Junior Lifeguard Headquarters 901 East Ocean Front Newport Beach, CA Project summary: Remove an existing 2,160 -square -foot temporary building located on the sand and construct a new Junior Lifeguard headquarters in a surface parking area approximately 50 feet north of the existing temporary building. The proposed development includes a 4,725 -gross -square -foot structure, 1,705 -square -foot exterior event space and deck, and site improvements including surface parking for 45 parking spaces, landscaping, and pedestrian circulation areas. The facility would be jointly utilized as a recreation and event facility for use by up to 50 occupants during the fall, winter, and spring seasons when the site is not utilized by the Junior Lifeguard program. Parking at the project site would be restriped and reconfigured throughout the Balboa Pier and Peninsula Park area resulting in a net surplus of two parking spaces. Land Use Designations PF (Public Facilities) - The PF category is intended to provide public facilities, including public schools, cultural institutions, government facilities, libraries, community centers, public hospitals, and public utilities. PR (Parks and Recreation) - The PR category applies to land used or proposed for active public or private recreational use. Permitted uses include parks (both active and passive), golf courses, marina support facilities, aquatic facilities, tennis clubs and courts, private recreation, and similar facilities. As a public facility and public/private recreational center, the proposed Junior Lifeguard Headquarters/Recreation facility is consistent with these land use designations for the site. Policy Analysis Development of the Junior Lifeguard Headquarters and recreation facility will be consistent with Coastal Land Use Plan policies as indicated below: Balboa Village Balboa Village will continue to serve as the primary center of the lower Peninsula, surrounded by residential neighborhoods along and flanking Balboa Boulevard. The goal is an economically viable pedestrian oriented village that serves local residents, visitors, and provides residential in proximity to retail uses, entertainment, and recreation. The proposed Project will continue to maintain the pedestrian oriented village character. The Junior Lifeguard program itself is designed to serve local residents and visitors. The facility will bring visitors to the Balboa Village area for the program and or events scheduled at the facility. The use complements the existing type and character of the 12-223 Coastal Land Use Plan Policy Analysis — Junior Lifeguard Headquarters (PA2019-124) March 9, 2021 Page 2 of 9 nearby development, which includes a variety of commercial, mixed-use and residential development in and around the Balboa Pier area General Development Policies 2.2.2-4. Implement building design and siting regulations to protect coastal resources and public access through height, setback, floor area, lot coverage, building bulk, and other property development standards of the Zoning Code intended to control building placement, height, and bulk. The proposed facility includes a Title 20 (Zoning Code) waiver of the requirements to obtain a minor use permit and parking requirements. The new structure is designed to consider appropriate building placement to maintain public views and avoid coastal hazards, complies with the 26 -foot Shoreline height limit, and considers building bulk along the waterfront. Visitor -serving and Recreational Development 2.3.1-4. Protect oceanfront land designated for visitor -serving and/or recreational uses for recreational use and development unless present and foreseeable future demand for public or commercial recreational activities that could be accommodated on the property is already adequately provided for in the area. The Junior Lifeguard program is a youth -based program focused on educating participants and local residents from the surrounding community about hazardous conditions associated with the ever-changing ocean environment. The program and new headquarters are intended to serve local residents from the City and surrounding communities and has been operational in the Balboa Pier area since 1984. The new facility is intended to replace an existing 2,160-sq.ft. trailer located on the adjacent beach sand to the south. The new structure will provide administrative and event space for up to 50 people, and include utility and storage areas, restrooms, and locker rooms. In the off-season (fall, winter, and spring), the facility will be utilized by the Recreation and Senior Services Department for public and private events. Programs may include fitness classes, adult education, and other related recreational department programs. The facility is designed to facilitate waterfront access through both the Junior Lifeguard youth program and the use in the off-season as a public and private recreation facility. The program may also institute a scholarship program to help make it available to participants who may not otherwise have the opportunity to experience the ocean on a regular basis. 12-224 Coastal Land Use Plan Policy Analysis — Junior Lifeguard Headquarters (PA2019-124) March 9, 2021 Page 3 of 9 Public Facilities Policy 2.4.2-1. Continue to designate lands for coastal-dependent/related educational and recreational uses. Hazards and Protective Devices 2.8.1-2. Design and site new development to avoid hazardous areas and minimize risks to life and property from coastal and other hazards. 2.8.3-3. Develop and implement shoreline management plans for shoreline areas subject to wave hazards and erosion. Shoreline management plans should provide for the protection of existing development, public improvements, coastal access, public opportunities for coastal recreation, and coastal resources. Plans must evaluate the feasibility of hazard avoidance, restoration of the sand supply, beach nourishment and planned retreat. 2.8.6-6. Design and site protective devices to minimize impacts to coastal resources, minimize alteration of natural shoreline processes, provide for coastal access, minimize visual impacts, and eliminate or mitigate adverse impacts on local shoreline sand supply. 2.8.6-7. Discourage shoreline protective devices on public land to protect private property/development. Site and design any such protective devices as far landward as possible. Such protective devices may be considered only after hazard avoidance, restoration of the sand supply, beach nourishment and planned retreat are exhausted as possible alternatives. 2.8.7-2. Require new development to provide adequate drainage and erosion control facilities that convey site drainage in a non-erosive manner in order to minimize hazards resulting from increased runoff, erosion and other hydrologic impacts to streams. The Junior Lifeguard headquarters has taken coastal hazards into account throughout the design process. The building itself is sited so that it is located outside of the VE21 flood zone and provides a minimum finished floor elevation of 16.3 feet (NAVD 88 datum) that is consistent with these requirements. The upper parapet that extends into the VE21 flood zone will provide sufficient vertical and structural clearance to comply with the requirements of the VE21 flood zone. The open deck in front of the structure is located within the VE21 flood zone. This structure is designed with a maximum 4 -inch slab thickness on -grade to break away in a flood event so that it does not create a flood hazard. A coastal hazards analysis was prepared by Terra Costa Consulting Group, Inc. on November 9, 2020. The maximum sea water elevation is 7.7 feet (NAVD 88). The report analyzes future sea level rise scenarios assuming a 3.2 -foot increase in the maximum water level over the next 75 years (i.e. the life of the structure). Therefore, the sea level is estimated to reach approximately 10.9 feet (NAVD88) - (the likely range for sea level 12-225 Coastal Land Use Plan Policy Analysis — Junior Lifeguard Headquarters (PA2019-124) March 9, 2021 Page 4 of 9 rise over 75 -year design life of the structure based on low risk aversion estimates for sea level rise provided by the State of California, Sea Level Rise Guidance: 2018 Update). The finished floor elevation of the proposed single-family residence is 16.3 feet (NAVD 88), which complies with the Zoning Code minimum 9.0 -foot (NAVD 88) elevation standard. The Coastal Hazards Report concludes that the sea water elevation (currently 7.7 feet NAVD 88) will not exceed the proposed finished floor elevation around the single- family residence at 16.3 feet (NAVD 88) for the anticipated 75 -year life of the structure. The report concludes that flooding, wave run up and erosion will not significantly impact this property over the life of the proposed development. The need for a new shoreline protective device is not anticipated over the economic life of the proposed development to protect it from flooding, wave runup, or erosion. Pursuant to Newport Beach Municipal Code (NBMC) Section 21.30.030(C)(3)(i)(iv) — (Natural Landform and Shoreline Protection), the City will enter into an agreement, waiving any potential right to protection to address situations in the future in which the development is threatened with damage or destruction by coastal hazards (e.g., waves, erosion, and sea level rise). The City will also be required to acknowledge any hazards present at the site and unconditionally waive any claim to damage or liability against the decision authority, consistent with NBMC Section 21.30.015(D)(3)(c) — (Waterfront - Development Standards). Both requirements will need to be satisfied prior to final building inspection, and prior to the issuance of building permits, respectively. The property is located in an area known for the potential of seismic activity and liquefaction. A project -specific Geotechnical Investigation prepared by Geocon West, Inc. on October 30, 2020, provides recommendations relative to grading, drainage and foundation design. All projects are required to comply with the California Building Code (CBC) and Building Division standards and policies. Geotechnical investigations specifically addressing liquefaction are required to be reviewed and approved prior to the issuance of building permits. Permit issuance is also contingent on the inclusion of design mitigation identified in the investigations. Construction plans are reviewed for compliance with approved investigations and CBC prior to building permit issuance. Pursuant to NBMC Section 21.35.050 (Water Quality and Hydrology Plan), because of the project site's proximity to coastal waters, a preliminary Water Quality Management Plan (WQMP/WQHP) was prepared by BKF Engineers, dated February 4, 2021. The WQMP includes a polluted runoff and hydrologic site characterization, a sizing standard for BMPs, use of a biofiltration planter approach to retain the design storm runoff volume on site, and documentation of the expected effectiveness of the proposed BMPs. Construction plans will be reviewed for compliance with the approved WQMP prior to building permit issuance. The project design addresses water quality with a construction erosion control plan and a post construction drainage system that includes drainage and percolation features 12-226 Coastal Land Use Plan Policy Analysis — Junior Lifeguard Headquarters (PA2019-124) March 9, 2021 Page 5 of 9 designed to retain dry weather and minor rain event run-off on-site. Any water not retained on-site is directed to the City's storm drain system. Transportation 2.9.1-4. Encourage the use of commercial and institutional parking areas for use as public parking during weekends and holidays in conjunction with public transit or shuttles to serve coastal recreational areas. 2.9.2-4. Design and site new development to provide connections to existing and proposed bikeways and trail systems. 2.9.2-5. Where appropriate, provide bicycle racks and hitching posts at public beaches and parks. 2.9.3-14. Develop parking management programs for coastal zone areas that achieve the following: • Provides adequate, convenient parking for residents, guests, business patrons, and visitors of the coastal zone; • Optimizes use of existing parking spaces; • Provides for existing and future land uses; • Reduces traffic congestion; • Limits adverse parking impacts on user groups; • Provides improved parking information and signage; • Generates reasonable revenues to cover City costs; • Accommodates public transit and alternative modes of transportation. The project design will relocate 43 public parking spaces within the Balboa Pier area and add three additional parking spaces. The project site will be restriped with 24 parking spaces including two Americans with Disabilities Act of 1990 (ADA) parking stalls to accommodate the proposed structure. Additionally, the project will remove existing curb, wall enclosures, trees, and landscape bordering existing parking areas and Peninsula Park to add six parking stalls in the northwest corner of the Main Parking Lot, add six parking stalls at the southwest corner of the Main Street Parking Lot, and add tenparking spaces at the northerly exit to the B Street Parking lot. In total, 46 parking spaces will be replaced and the project results in a net increase of three public parking spaces in the Balboa Pier public parking area. The facility is located in an area where ample public parking is available. The project design will result in a net increase of three parking spaces in the Balboa Pier area. The Junior Lifeguard program operates with approximately 50 percent of participants walking and biking to the site where the other half carpool and are dropped off. The site circulation is designed to accommodate participant drop-off near the curb area with a through drive - 12 -227 Coastal Land Use Plan Policy Analysis — Junior Lifeguard Headquarters (PA2019-124) March 9, 2021 Page 6 of 9 aisle so vehicles can enter exit in a one-way flow of traffic. The public parking lot is primarily utilized by program staff (approximately 60 staff members). The recreation event operations are anticipated to operate during the off-peak season months when parking demand is far less in the Balboa Pier parking area. The facility is designed for events serving up to 50 people and is not anticipated to result in a parking demand challenge during these off-peak season months. The project site is designed to accommodate the large number of youth participants who bike to the site and will provide a widened walkway width to park and lock bicycles along the fence line eastward between the proposed building and the existing sports field. The project site is located between the nearest public road and the sea or shoreline. Implementation Plan Section 21.30A.040 (Determination of Public Access/Recreation Impacts) requires that the provision of public access bear a reasonable relationship between the requirement and the project's impact and be proportional to the impact. In this case, the project site is designed to maintain and connect to existing public walkways. With the modified site design, park walkways will be expanded and reconnected with the modified site layout. Vertical access to the beach is available adjacent to the site at the existing walkway to the east, which will be widened in its current location and along a new westerly walkway adjacent to the building. Lateral access is available along the existing boardwalk extends just south of the proposed open deck that will serve the program and will remain open throughout program operations. The project does not include any features that would obstruct access along these routes. Therefore, the project does not involve a change in land use, density or intensity that will result in increased demand on public access and recreation opportunities and will instead help fulfill this existing need in the community. Furthermore, the project is designed and sited (appropriate height, setbacks, etc.) so as not to block or impede existing public access opportunities. Coastal Resource Protection 4.1.1-2. Require a site-specific survey and analysis prepared by a qualified biologist as a filing requirement for coastal development permit applications where development would occur within or adjacent to areas identified as a potential ESHA. Identify ESHA as habitats or natural communities listed in Section 4.1.1 that possess any of the attributes listed in Policy 4.1.1-1. The ESA's depicted on Map 4-1 shall represent a preliminary mapping of areas containing potential ESHA. 4.1.5-2. Direct public access away from dune habitat areas through the use of well- defined footpaths, boardwalks, protective fencing, signage, and similar methods. 12-228 Coastal Land Use Plan Policy Analysis — Junior Lifeguard Headquarters (PA2019-124) March 9, 2021 Page 7 of 9 4.1.5-3. Design and site recreation areas to avoid impacts to dune habitat areas. 4.1.5-4. Require a coastal development permit for earthmoving beach sand in dune habitat areas. An initial biological resources survey was prepared by Marine Taxonomic Service, Ltd. on January 7, 2021, and confirmed that no sensitive species or habitats were observed at the project site. The visual survey area was bounded by the East Ocean Front boardwalk to the north, the Pacific Ocean to the south, B Street to the East, and Washington Street to the West. The project site is currently developed with surface level parking, park landscaping, and public walkways and has no native vegetation and/or habitat. The project occurs over previously developed land and includes removal of the old temporary structure located on the sand. Neither sensitive species or habitats were observed within the Project site and thus the potential for impact to sensitive resources was not identified. The removal of the old structure from the beach increases the potential for future foredune habitat restoration and adaptive management associated with climate change. Site work for the new facility is limited to previously developed land and ornamental plantings. There is no potential for special -status plants or animals to exist on the existing paved site. The report suggests consulting with the U.S. Army Corps of Engineers to determine jurisdiction prior to project implementation. Thus, there would be no significant 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 on the project site. Scenic and Visual Resources 4.4.1-1. Protect and, where feasible, enhance the scenic and visual qualities of the coastal zone, including public views to and along the ocean, bay, and harbor and to coastal bluffs and other scenic coastal areas. 4.4.1-2. Design and site new development, including landscaping, so as to minimize impacts to public coastal views. 4.4.2-1. Maintain the 35 -foot height limitation in the Shoreline Height Limitation Zone, as graphically depicted on Map 4-3, except for the following sites: A. Marina Park located at 1600 West Balboa Boulevard: A single, up to maximum 73 -foot- tall faux lighthouse architectural tower, that creates an iconic landmark for the public to identify the site from land and water as a boating safety feature, may be allowed. No further exceptions to the height limit shall be allowed, including but not limited to, exceptions for architectural features, solar equipment or flag poles. Any architectural tower that exceeds the 35 -foot height limit shall not include floor area above the 35 -foot height limit, but shall house screened communications or emergency equipment, and shall be sited and designed to 12-229 Coastal Land Use Plan Policy Analysis — Junior Lifeguard Headquarters (PA2019-124) March 9, 2021 Page 8 of 9 reduce adverse visual impacts and be compatible with the character of the area by among other things, incorporating a tapered design with a maximum diameter of 34 -feet at the base of the tower. Public viewing opportunities shall be provided above the 35 -feet, as feasible. (Resolution 2013-44) B. Former City Hall Complex at 3300 Newport Blvd and 475 32nd Street (the site): • At least 75% of the total area of the site shall be 35 feet in height or lower. • Buildings and structures up to 55 feet in height with the peaks of sloping roofs and elevator towers up to 60 feet in height, provided it is demonstrated that development does not adversely impact public views. • Architectural features such as domes, towers, cupolas, spires, and similar structures may be up to 65 feet in height. • Buildings and structures over 35 feet in height, including architectural features, shall not occupy more than 25 percent of the total area of the site. • Buildings and structures over 45 feet in height, architectural features, shall not occupy more than 15 percent of the total area of the site. • With the exception of a fire station, all buildings and structures over 35 feet in height, including architectural features, shall be setback a minimum of 60 feet from the Newport Boulevard right-of-way and 70 feet from the 32nd Street right-of-way. • A fire station may be located in its current location and may be up to 40 feet in height. A fire station may include architectural Local Coastal Program Coastal Land Use Plan 4-76 features up to 45 feet in height to house and screen essential equipment. • The purpose of allowing limited exceptions to the 35 -foot height limit on this site is to promote vertical clustering resulting in increased publically accessible on-site open space and architectural diversity while protecting existing coastal views and providing new coastal view opportunities. (Resolution 2016-29) 4.4.2-2. Continue to regulate the visual and physical mass of structures consistent with the unique character and visual scale of Newport Beach. The nearest coastal viewpoint is the end of the Balboa Pier, which is about 900 feet south southwest from the project site. Views from this site are generally directed oceanward and to the east and west along the coast. A second coastal viewpoint is located at the street end along B street, approximately 500 feet northeast of the project site. Again, views from this view point are generally directed oceanward and toward the southeast and southwest from this site. The proposed Junior Lifeguard Headquarters structure would be visible from this location. View simulations have been prepared by Jeff Katz Architecture, which provide before and after view simulations from this location. The primary view of the ocean and coast remains visible from this location and the proposed building is set in front of the existing public restroom structure in the Balboa Pier parking area. 12-230 Coastal Land Use Plan Policy Analysis — Junior Lifeguard Headquarters (PA2019-124) March 9, 2021 Page 9 of 9 There are no coastal view corridors near the project site identified in the Coastal Land Use Plan. As proposed, the structure would be visible from the boardwalk and public walkways in the Balboa Pier area. View simulations are provided that show the proposed structure will be in the line of sight from the boardwalk but the new structure will replace the existing temporary structures located further out on the beach sand. The proposed building is a one-story structure and is designed to minimize obstructions for pedestrians and complement views within the Balboa Pier area. Exhibits: Exhibits are available electronically due to bulk through the following link: www.newportbeachca.gov/cepa and by selecting the "Junior Lifeguard Headquarters (PA2019-124)" folder. Exhibit A - Coastal Hazards Analysis Exhibit B - Preliminary WQMP Exhibit C - Geotechnical Report Exhibit D - Biological Resources Analysis Exhibit E - Visual Simulations 12-231