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HomeMy WebLinkAboutPA2022-001_20220104_WQMP_12-17-21County of Orange/Santa Ana Region Priority Project Water Quality Management Plan (WQMP) Project Name: LIDO HOUSE 729 VIA LIDO SOUD, NEWPORT BEACH, CA 92663 Prepared for: John & Laura Armour 729 Via Lido Soud Newport Beach, CA 92663 Prepared by: Land Strategies, LLC. 9241 Irvine Blvd., Suite 100 Irvine, CA 92618 Phone: (949) 580-3001 Email: roy@land-strategies.us Date Prepared: 12/17/21 PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Owner’s Certification North OC Priority WQMP Template August 17 2011 Page i This Water Quality Management Plan (WQMP) has been prepared for John & Laura Armour by Land Strategies, LLC.. 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: Title Company 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 Project Owner’s Certification Planning Application No. (If applicable) Grading Permit No. Tract/Parcel Map and Lot(s) No. Lot 27, Tract No. 907 Building Permit No. Address of Project Site and APN (If no address, specify Tract/Parcel Map and Lot Numbers) 729 Via Lido Soud, Newport Beach, CA, APN 423-265-09 PA2022-001 Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Owner’s Certification North OC Priority WQMP Template August 17 2011 Page ii Preparer (Engineer): Title Principal PE Registration # 44160 Company Land Strategies, LLC. Address 9241 Irvine Blvd., Suite 100, Irvine, CA 92618 Email Roy@land-strategies.us Telephone # (949) 580-3001 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. Preparer Signature Date Place Stamp Here I I PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Table of Contents North OC Priority WQMP Template August 17 2011 Page iii Contents Page No. Section I Permit(s) and Water Quality Conditions of Approval or Issuance ........... 1 Section II Project Description .................................................................................... 3 Section III Site Description ........................................................................................ 10 Section IV Best Management Practices (BMPs) ....................................................... 13 Section V Inspection/Maintenance Responsibility for BMPs ................................. 33 .......................................................... Operations and Maintenance Manual Section VI WQMP BMP Exhibit .................................................................................. 37 Precise Grading Plan Section VII Educational Materials .............................................................................. 38 Attachments Attachment A .. ................................................................................... Educational Materials Attachment B .. ................................................. TGD Fact Sheet – Infiltration Trench INF-2 Attachment C .. .................................................................................... TGD Reference Maps Attachment D . ....................................................... Operations & Maintenance (O&M) Plan Attachment E .. ................................................................................................... Soils Report PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section I North OC Priority WQMP Template August 17 2011 Page 1 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). Project Infomation Permit/Application No. (If applicable) Grading or Building Permit No. (If applicable) Address of Project Site (or Tract Map and Lot Number if no address) and APN 729 Via Lido Soud, Newport Beach, CA 92663 APN: 423-265-09 Water Quality Conditions of Approval or Issuance Water Quality Conditions of Approval or Issuance applied to this project. (Please list verbatim.) No Conceptual WQMP Was a Conceptual Water Quality Management Plan previously approved for this project? N0 PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section I North OC Priority WQMP Template August 17 2011 Page 2 Watershed-Based Plan Conditions Provide applicable conditions from watershed - based plans including WIHMPs and TMDLS. The project site is located in the Newport Bay Watershed, located in the Santa Ana Region. At the time of this report, a WIHMP for the “Newport Bay-Newport Coast” Watershed has not been approved. TMDL information is provided in Section III.3 PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section II North OC Priority WQMP Template August 17 2011 Page 3 Section II Project Description II.1 Project Description Provide a detailed project description including: • Project areas; • Land uses; • Land cover; • Design elements; • A general description not broken down by drainage management areas (DMAs). Include attributes relevant to determining applicable source controls. Refer to Section 2.2 in the Technical Guidance Document (TGD) for information that must be included in the project description. Description of Proposed Project Development Category (From Model WQMP, Table 7.11-2; or -3): Impervious surface of 2,500 square feet or more loated within, directly adjacent to (within 200 feet), or discharging directly into receiving waters within Environmentally Sensitive Areas (ESAs). Project Area (ft2): 3,276 Number of Dwelling Units: 1 SIC Code: 1521 Project Area Pervious Impervious Area (acres or sq ft) Percentage Area (acres or sq ft) Percentage Pre-Project Conditions 111 sf 3.4 % 3,165 sf 96.6% Post-Project Conditions 262 sf 8.0 % 3,014 sf 92.0% Drainage Patterns/Connections Existing Drainage Pattern: The existing drainage currently drains to the bay at the rear of the house. Proposed Drainage Pattern: See Section II.4 for post development drainage pattern description. The plot plan in Section VI shows the proposed site improvements. , ................................................................................................................ ·································-····························· PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section II North OC Priority WQMP Template August 17 2011 Page 4 Narrative Project Description: (Use as much space as necessary.) The project consists of the demolition of an existing residence and the construction of a new single family residence with appurtenant hardscape, landscape and walls. Areas, as well as total percentage of the project area, each of different type of improvement are listed below: Lot size: 3,276 sf Project Area: 3,276 sf Building Footprint: 1,661 sf Total proposed hardscape areas (excluding building): 1,353 sf Total proposed landscape areas: 262 sf PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section II North OC Priority WQMP Template August 17 2011 Page 5 II.2 Potential Stormwater Pollutants Determine and list expected stormwater pollutants based on land uses and site activities. Refer to Section 2.2.2 and Table 2.1 in the Technical Guidance Document (TGD) for guidance. Pollutants of Concern Pollutant Check One for each: E=Expected to be of concern N=Not Expected to be of concern Additional Information and Comments Suspended-Solid/ Sediment E N From proposed landscape areas Nutrients E N From proposed landscape areas Heavy Metals E N No expected for residential development Pathogens (Bacteria/Virus) E N Living organisms Pesticides E N From undesired pest presence Oil and Grease E N Vehicle or other mechanical devices Toxic Organic Compounds E N No expected for residential development Trash and Debris E N From typical human occupancy 1:8] □ 1:8] □ □ 1:8] 1:8] □ 1:8] □ 1:8] □ □ 1:8] 1:8] □ PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section II North OC Priority WQMP Template August 17 2011 Page 6 II.3 Hydrologic Conditions of Concern Determine if streams located downstream from the project area are potentially susceptible to hydromodification impacts. Refer to Section 2.2.3.1 in the Technical Guidance Document (TGD) for North Orange County or Section 2.2.3.2 for South Orange County. No – Show map Yes – Describe applicable hydrologic conditions of concern below. Refer to Section 2.2.3 in the Technical Guidance Document (TGD). In the proposed condition, storm water that is pumped to Via Lido Soud curb and gutter will flow north westerly along the street to the existing city catch basin at the southeasterly intersection of Via Lido Soud and Via San Remo (approximately 250 ft northwest of the subject property). Per the Orange County Watershed Susceptibility map, the site is not within potential areas of erosion. ~ □ PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section II North OC Priority WQMP Template August 17 2011 Page 7 §'~'~ "• ~.c-1,1\'~ 0 H NEWPORT BE 0 de to assure the Oisclalmer: I effort has been m':,.,, The Cfty of Every reasonab e la provided, howe ~gents accuracy oft~ :~d tts employees!,~ or relaling to Newport Bea and all responsib1l1ty disclaim any . ed in ,ts use. 400 any results obtain PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section II North OC Priority WQMP Template August 17 2011 Page 8 II.4 Post Development Drainage Characteristics Describe post development drainage characteristics. Refer to Section 2.2.4 in the Technical Guidance Document (TGD). The proposed drainage system for this property has been altered from the existing conditions in order to comply with the City’s Municipal Permit for the Discharge of Storm Water that was issued by the Santa Ana Regional Water Quality Control Board. Rather than a private property discharge of storm water directly to the bay, all storm water is now being discharged to the City’s Municipal Drainage System comprised of street gutters, catch basins and pipes that ultimately discharge to the bay as a permitted and monitored Municipal Discharge. In order to accomplish this, the underground drain system has been changed to slope away from the bay and toward an on-site sump pump that lifts the water so that it can be discharged through a curb opening to the street. Before water reaches the sump pump, it passes through a perforated pipe infiltration drain system that extends the length of the property on both sides. This provides a large catchment volume in the pipes and gravel backfill and a large surface area for infiltration to occur into the porous sandy soil beneath the property. This infiltration drain is interrupted by a series of check-dams created by shallower, non-porous pipes at each surface pipe connection which prevents water from moving quickly through the gravel back fill. The result of this system design is that in most conditions, all water that enters the drain system will infiltrate into the ground and none will find its way to the sump pump, street or municipal drainage system. Consequently, any sediment or pollution that is in the water will be captured in the filter material and will not leave the site. Water exiting the site through the curb into the street will indicate that the drain system is not functioning properly and requires maintenance. If the infiltration drain is partially blocked, water will back flow through the underground piping to by-pass any clogged portions and infiltrate through the remaining parts of the system that are not blocked. If the infiltration system is not functioning due to a complete blockage or high groundwater, the sump pump will lift the water to the street. If the system is not functioning AND the sump pump is not working, the water will backflow through the drain inlets and to the street. If all drains, infiltration system, pumps and inlets fail at the same time, an on-surface emergency overflow path will allow water to move along the side yards, through scuppers in the sea wall, and ultimately exit without flooding the building. In the event of a high ocean swell and ground water table that rises above the elevation of the 100-year storm level of 10.0 feet above mean sea level (MSL) and above the building finished floor that is 13.68 feet above MSL, the first level of the building which is constructed of solid concrete could resist a substantial flooding depth without loss of the structure. In all conditions, this drainage and water quality system will provide a higher level of protection for the structure and a higher level of water containment, infiltration and passive filtering and treatment than is required by the City and Water Board regulations. Refer to the Plot Plan in Section VI. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section II North OC Priority WQMP Template August 17 2011 Page 9 II.5 Property Ownership/Management Describe property ownership/management. Refer to Section 2.2.5 in the Technical Guidance Document (TGD). The property is a single family private residence and will be owned and maintained by John & Laura Armour. Maintenance contractors may be hired by the owner to perform maintenance duties. However, all storm water facilities will remain the responsibility of the homeowner. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section III North OC Priority WQMP Template August 17 2011 Page 10 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 Area (if applicable) Location/Address 729 Via Lido Soud, Newport Beach, CA 92663 General Plan Land Use Designation Single Unit Residential Detached (RS-D) Zoning R-1 Single Unit Residential Acreage of Project Site 0.07 ac. Predominant Soil Type Soil Type A per OC Hydrology Manual Soils Map PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section III North OC Priority WQMP Template August 17 2011 Page 11 III.2 Site Characteristics Fill out table with relevant information and include information regarding BMP sizing, suitability, and feasibility, as applicable. Refer to Section 2.3.2 in the Technical Guidance Document (TGD). Site Characteristics Precipitation Zone 0.70” per the Rainfall Zones map in the Technical Guidance Document Topography Generally Flat (less than 5%) Drainage Patterns/Connections Existing Drainage Pattern: The existing drainage currently drains to the bay at the rear of the house. Proposed Drainage Pattern: See Section II.4 for post development drainage pattern description. Soil Type, Geology, and Infiltration Properties Soil Type A typically has high infiltration rates. Hydrogeologic (Groundwater) Conditions Per the site specific geotechnical report by R McCarty Consulting, Inc. dated September 12, 2021, groundwater was encountered at a depth of 9.5 feet relative to street grade in exploratory borings. Geotechnical Conditions (relevant to infiltration) Per the project soils report, subsurface materials generally consisted of interbedded gray, tan, olive, and pale brown medium to coarse sands and silty sands. Off-Site Drainage No offsite drains to the property Utility and Infrastructure Information Existing utilities on site is typical of a single family residence which includes gas, water, and sewer lines serving the property. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section III North OC Priority WQMP Template August 17 2011 Page 12 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 Lower Newport Bay 303(d) Listed Impairments Lower Newport Bay: Chlordane, Copper, DDT, Indicator Bacteria, Nutrients, PCBs, Pesticides, Sediment Toxicity Applicable TMDLs Total Maximum Daily Loads (TMDLs) have been established for Copper, Indicator Bacteria, Nutrients, Pesticides and Sediment; TMDLs are proposed for the remaining 303(d) listed pollutants, but are not currently in effect. Pollutants of Concern for the Project Sediments, Nutrients, Pathogens, Pesticides, Oil and Grease, Trash and debris Environmentally Sensitive and Special Biological Significant Areas Lower Newport Bay is an ESA, as it is a waterbody listed on the CW Section 303(d) list of impaired waters. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 13 Section IV Best Management Practices (BMPs) IV. 1 Project Performance Criteria Describe project performance criteria. Several steps must be followed in order to determine what performance criteria will apply to a project. These steps include: • If the project has an approved WIHMP or equivalent, then any watershed specific criteria must be used and the project can evaluate participation in the approved regional or sub- regional opportunities. (Please ask your assigned planner or plan checker regarding whether your project is part of an approved WIHMP or equivalent.) • Determine applicable hydromodification control performance criteria. Refer to Section 7.II-2.4.2.2 of the Model WQMP. • Determine applicable LID performance criteria. Refer to Section 7.II-2.4.3 of the Model WQMP. • Determine applicable treatment control BMP performance criteria. Refer to Section 7.II-3.2.2 of the Model WQMP. • Calculate the LID design storm capture volume for the project. Refer to Section 7.II-2.4.3 of the Model WQMP. (NOC Permit Area only) Is there an approved WIHMP or equivalent for the project area that includes more stringent LID feasibility criteria or if there are opportunities identified for implementing LID on regional or sub-regional basis? YES NO If yes, describe WIHMP feasibility criteria or regional/sub-regional LID opportunities. □ ~ PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 14 Project Performance Criteria If HCOC exists, list applicable hydromodification control performance criteria (Section 7.II-2.4.2.2 in MWQMP) This project does not require hydromodification per Susceptibility map of the Orange County Technical Guidance Document. List applicable LID performance criteria (Section 7.II-2.4.3 from MWQMP) . List applicable treatment control BMP performance criteria (Section 7.II-3.2.2 from MWQMP) Calculate LID design storm capture volume for Project. Site Area = 3,276 sf % impervious =92.0% C=0.75(0.92) + 0.15 = 0.84 d=0.70” DCV = C x d x A x 1/12 in/ft = 0.84x 0.70 x 3,276 /12 = 160 cf PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 15 IV.2. Site Design and Drainage Describe site design and drainage including • A narrative of site design practices utilized or rationale for not using practices; • A narrative of how site is designed to allow BMPs to be incorporated to the MEP • A table of DMA characteristics and list of LID BMPs proposed in each DMA. • Reference to the WQMP “BMP Exhibit.” • Calculation of Design Capture Volume (DCV) for each drainage area. • A listing of GIS coordinates for LID and Treatment Control BMPs. Refer to Section 2.4.2 in the Technical Guidance Document (TGD). The site design BMP chosen for this site is an Infiltration Trench (INF-2). See WQMP Plot Plan in Section VI. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 16 IV.3 LID BMP Selection and Project Conformance Analysis Each sub-section below documents that the proposed design features conform to the applicable project performance criteria via check boxes, tables, calculations, narratives, and/or references to worksheets. Refer to Section 2.4.2.3 in the Technical Guidance Document (TGD) for selecting LID BMPs and Section 2.4.3 in the Technical Guidance Document (TGD) for conducting conformance analysis with project performance criteria. IV.3.1 Hydrologic Source Controls (HSCs) If required HSCs are included, fill out applicable check box forms. If the retention criteria are otherwise met with other LID BMPs, include a statement indicating HSCs not required. 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: Decomposed granite areas Other: Artificial Turg areas Other: Other: Other: Other: Other: Other: HSCs are not included. Site is designed to infiltrate using infiltration trenches. LJ □ LJ LJ LJ LJ □ ~ ~ LJ LJ LJ □ □ □ PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 17 IV.3.2 Infiltration BMPs Identify infiltration BMPs to be used in project. If design volume cannot be met, state why. Name Included? Bioretention without underdrains Rain gardens Porous landscaping Infiltration planters Retention swales Infiltration trenches Infiltration basins Drywells Subsurface infiltration galleries French drains Permeable asphalt Permeable concrete Permeable concrete pavers Other: Other: Show calculations below to demonstrate if the LID Design Strom Capture Volume can be met with infiltration BMPs. If not, document how much can be met with infiltration and document why it is not feasible to meet the full volume with infiltration BMPs. □ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ LJ □ PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 18 The sizing has been prepared per the City of Newport Beach’s prescriptive requirements of “One 15’ long French drain per maximum of 2,000 sf of impervious area”. The site has been designed to flow to the infiltration trenches located along the side yards and at the front of the building. See Section II.4 for a description of the infiltration/drainage system. Refer to the WQMP Plot Plan in Section VI Project area (Impervious)=3,014 sf Minimum Length of trench drain required = 3,104 sf x( 15 ft French drain /2,000 sf) = 24 ft of trench drain Length of trench drain provided = 145 ft >> 24 ft PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 19 Table 2.7: Infiltration BMP Feasibility Worksheet Infeasibility Criteria Yes No 1 Would Infiltration BMPs pose significant risk for groundwater related concerns? Refer to Appendix VII (Worksheet I) for guidance on groundwater-related infiltration feasibility criteria. X Provide basis: Groundwater was not encountered to boring depth of 9.5 feet during boring exploration by soils engineer. Per soils report, on-site water infiltration is allowable. Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 2 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 from slopes steeper than 15 percent • 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. X Provide basis: Per soils report, on-site water infiltration is allowable. Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 3 Would infiltration of the DCV from drainage area violate downstream water rights? X Provide basis: Site is in a fully developed urban area, with storm water captured by public storm drain system to drain to ocean. Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 20 Table 2.7: Infiltration BMP Feasibility Worksheet (continued) Partial Infeasibility Criteria Yes No 4 Is proposed infiltration facility located on HSG D soils or the site geotechnical investigation identifies presence of soil characteristics which support categorization as D soils? X Provide basis: Site is located in Type A soils per OC Hydrology Manual Soils Map Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 5 Is measured infiltration rate below proposed facility less than 0.3 inches per hour? This calculation shall be based on the methods described in Appendix VII. See basis Provide basis: The site soil is Type A sandy soil which has high infiltration rates. Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 6 Would reduction of over predeveloped conditions cause impairments to downstream beneficial uses, such as change of seasonality of ephemeral washes or increased discharge of contaminated groundwater to surface waters? X Provide citation to applicable study and summarize findings relative to the amount of infiltration that is permissible: Site is in a fully developed urban area, with storm water captured by public storm drain system to drain to ocean. Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. 7 Would an increase in infiltration over predeveloped conditions cause impairments to downstream beneficial uses, such as change of seasonality of ephemeral washes or increased discharge of contaminated groundwater to surface waters? X PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 21 Table 2.7: Infiltration BMP Feasibility Worksheet (continued) Provide citation to applicable study and summarize findings relative to the amount of infiltration that is permissible: Site is in a fully developed urban area, with storm water captured by public storm drain system to drain to ocean. Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. Infiltration Screening Results (check box corresponding to result): 8 Is there substantial evidence that infiltration from the project would result in a significant increase in I&I to the sanitary sewer that cannot be sufficiently mitigated? (See Appendix XVII) Provide narrative discussion and supporting evidence: Project size is small and any impact will be inconsequential. Summarize findings of studies provide reference to studies, calculations, maps, data sources, etc. Provide narrative discussion of study/data source applicability. No 9 If any answer from row 1-3 is yes: infiltration of any volume is not feasible within the DMA or equivalent. Provide basis: Summarize findings of infeasibility screening 10 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 apply. Provide basis: Site is located in Type D soils per OC Hydrology Manual Soils Map Summarize findings of infeasibility screening 11 If all answers to rows 1 through 11 are no, infiltration of the full DCV is potentially feasible, BMPs must be designed to infiltrate the full DCV to the maximum extent practicable. Yes PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 22 IV.3.3 Evapotranspiration, Rainwater Harvesting BMPs If the full Design Storm Capture Volume cannot be met with infiltration BMPs, describe any evapotranspiration and/or rainwater harvesting BMPs included. Name Included? All HSCs; See Section IV.3.1 Surface-based infiltration BMPs Biotreatment BMPs Above-ground cisterns and basins Underground detention Other: Other: Other: Show calculations below to demonstrate if the LID Design Storm Capture Volume can be met with evapotranspiration and/or rainwater harvesting BMPs in combination with infiltration BMPs. If not, document below how much can be met with either infiltration BMPs, evapotranspiration, rainwater harvesting BMPs, or a combination, and document why it is not feasible to meet the full volume with these BMP categories. LJ LJ LJ LJ LJ LJ LJ □ PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 23 Worksheet J: Summary of Harvested Water Demand and Feasibility 1 What demands for harvested water exist in the tributary area (check all that apply): 2 Toilet and urinal flushing □ 3 Landscape irrigation X□ 4 Other:_______________________________________________________ □ 5 What is the design capture storm depth? (Figure III.1) d 0.70 inches 6 What is the project size? A 0.075 ac 7 What is the acreage of impervious area? IA 0.069 ac For projects with both toilet flushing and indoor demand 8 What is the minimum use required for partial capture? (Table X.6) gpd 9 What is the project estimated minimum wet season total daily use? gpd 10 Is partial capture potentially feasible? (Line 9 > Line 8?) For projects with only toilet flushing demand 11 What is the minimum TUTIA for partial capture? (Table X.7) 12 What is the project estimated TUTIA? 13 Is partial capture potentially feasible? (Line 12 > Line 11?) For projects with only irrigation demand 14 What is the minimum irrigation area required based on conservation landscape design? (Table X.8) 0.77x0.069=0.05 ac 15 What is the proposed project irrigated area? (multiply conservation landscaping by 1; multiply active turf by 2) 0.006 ac 16 Is partial capture potentially feasible? (Line 15 > Line 14?) NO Provide supporting assumptions and citations for controlling demand calculation: Landscape area is approximately 0.006 ac. Due to the small landscape areas, there would not be enough demand to justify rainwater harvesting. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 24 IV.3.4 Biotreatment BMPs If the full Design Storm Capture Volume cannot be met with infiltration BMPs, and/or evapotranspiration and rainwater harvesting BMPs, describe biotreatment BMPs included. Include sections for selection, suitability, sizing, and infeasibility, as applicable. 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: Other: Show calculations below to demonstrate if the LID Design Storm Capture Volume can be met with infiltration, evapotranspiration, rainwater harvesting and/or biotreatment BMPs. If not, document how much can be met with either infiltration BMPs, evapotranspiration, rainwater harvesting BMPs, or a combination, and document why it is not feasible to meet the full volume with these BMP categories. Not applicable LJ □ LJ LJ LJ LJ LJ LJ LJ LJ LJ PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 25 IV.3.5 Hydromodification Control BMPs Hydromodification BMPs are not required. See Section II.3 Describe hydromodification control BMPs. See Section 5 of the Technical Guidance Document (TGD). Include sections for selection, suitability, sizing, and infeasibility, as applicable. Detail compliance with Prior Conditions of Approval (if applicable). Hydromodification Control BMPs BMP Name BMP Description IV.3.6 Regional/Sub-Regional LID BMPs Describe regional/sub-regional LID BMPs in which the project will participate. Refer to Section 7.II- 2.4.3.2 of the Model WQMP. Regional/Sub-Regional LID BMPs Not applicable PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 26 IV.3.7 Treatment Control BMPs Not Applicable 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. Describe treatment control BMPs including sections for selection, sizing, and infeasibility, as applicable. Treatment Control BMPs BMP Name BMP Description PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 27 IV.3.8 Non-structural Source Control BMPs Non-Structural Source Control BMPs Identifier Name Check One If not applicable, state brief reason Included Not Applicable N1 Education for Property Owners, Tenants and Occupants See attachment A N2 Activity Restrictions N/A for single family residential home N3 Common Area Landscape Management N4 BMP Maintenance N5 Title 22 CCR Compliance (How development will comply) N/A for single family residential home N6 Local Industrial Permit Compliance N/A for single family residential home N7 Spill Contingency Plan N/A for single family residential home N8 Underground Storage Tank Compliance N/A for single family residential home N9 Hazardous Materials Disclosure Compliance N/A for single family residential home N10 Uniform Fire Code Implementation N/A for single family residential home N11 Common Area Litter Control N/A for single family residential home N12 Employee Training N/A for single family residential home N13 Housekeeping of Loading Docks N/A for single family residential home N14 Common Area Catch Basin Inspection Covered under N3 for SFR N15 Street Sweeping Private Streets and Parking Lots N16 Retail Gasoline Outlets N/A for single family residential home □ , .................................................................................................................................................................. . □ □ ····················································································~················o························································ , .................................................................................................................................................................. . □ □ , .................................................................................................................................................................. . □ □ , .................................................................................................................................................................. . □ □ □ , .................................................................................................................................................................. . □ □ ·····················································································~················o························································ □ □ PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 28 N1-Education: The owner must understand the purpose of all BMPs and how they work. The contractor who installs the BMP shall educate the owner and the owner shall share the information with any maintenance personnel. Additionally, the owner shall keep a copy of this WQMP, as well as the Operations and Maintenance Plan. Practical information materials shall be provided to the first residents/occupants/tenants on general housekeeping practices that contribute to the protection of stormwater quality. These materials will be initially developed and provided to first residents/occupants/tenants by the developer. N3-Common Area Landscape Management: The owner shall keep garden areas clean, planted., and weed free. The owner shall verify that landscape activities are consistent with those in the County Water Conservation Resolution (or city equivalent) that include fertilizer and/or pesticide usage consistent with Management Guidelines for Use of Fertilizers (DAMP Section5.5). N4-BMP Maintenance: The owner shall be responsible for each non-structural BMP and scheduled cleaning and/or maintenance of all structural BMP facilities. Visual inspection shall be performed by the owner or contracted personnel. More thorough inspection should be required if ponding water sits for more than 48 hours. N14-Common Area Catch Basin Inspection: The owner is required to have at least 80 percent of drainage facilities inspected, cleaned and maintained on an annual basis with 100 percent of the facilities included in a two year period. Cleaning should take place in the late summer/early fall prior to the start of the rainy season. Drainage facilities include catch basins (storm drain inlets), and lift stations. Records should be kept to document the annual maintenance. Drain inlets and catch basins shall be inspected and inlet covers shall be kept clean. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 29 IV.3.9 Structural Source Control BMPs Structural Source Control BMPs Identifier Name Check One If not applicable, state brief reason Included Not Applicable S1 Provide storm drain system stenciling and signage All drain inlets are on private property S2 Design and construct outdoor material storage areas to reduce pollution introduction No outdoor storage S3 Design and construct trash and waste storage areas to reduce pollution introduction S4 Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control S5 Protect slopes and channels and provide energy dissipation Site is flat Incorporate requirements applicable to individual priority project categories (from SDRWQCB NPDES Permit) Santa Ana region project S6 Dock areas Single family residential project S7 Maintenance bays Single family residential project S8 Vehicle wash areas Single family residential project S9 Outdoor processing areas Single family residential project S10 Equipment wash areas Single family residential project S11 Fueling areas Single family residential project S12 Hillside landscaping Single family residential project S13 Wash water control for food preparation areas Single family residential project S14 Community car wash racks Single family residential project S3-Trash Enclosures: The owner shall keep trash storage areas clean and orderly to reduce pollutant introduction. All trash container areas shall be paved with an impervious surface, designed not to allow run-on, screened or walled to prevent off-site transport of trash, and be provided with a roof or awning to prevent direct precipitation. □ ~ □ ~ ~ ~ ~ □ □ ~ □ □ LJ ~ LJ ~ LJ ~ LJ ~ LJ 12$.1 LJ ~ □ ~ □ ~ LJ ~ PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 30 S4-Efficient Irrigation: Owner or contracted maintenance personnel shall ensure that sprinklers are working properly and minimize unnecessary irrigation. The timing and application methods of irrigation water shall be designed to minimize the runoff of excessive irrigation water into the municipal storm drain system. Additionally, owner shall: Employ rain shutoff devices, design irrigation systems to each landscape areas specific requirements, use flow reducers, group plants with similar water requirements together. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 31 IV.4 Alternative Compliance Plan (If Applicable) Describe an alternative compliance plan (if applicable). Include alternative compliance obligations (i.e., gallons, pounds) and describe proposed alternative compliance measures. Refer to Section 7.II 3.0 in the WQMP. IV.4.1 Water Quality Credits Determine if water quality credits are applicable for the project. 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): Redevelopment projects that reduce the overall impervious footprint of the project site. Brownfield redevelopment, meaning redevelopment, expansion, or reuse of real property which may be complicated by the presence or potential presence of hazardous substances, pollutants or contaminants, and which have the potential to contribute to adverse ground or surface WQ if not redeveloped. Higher density development projects which include two distinct categories (credits can only be taken for one category): those with more than seven units per acre of development (lower credit allowance); vertical density developments, for example, those with a Floor to Area Ratio (FAR) of 2 or those having more than 18 units per acre (greater credit allowance). Mixed use development, such as a combination of residential, commercial, industrial, office, institutional, or other land uses which incorporate design principles that can demonstrate environmental benefits that would not be realized through single use projects (e.g. reduced vehicle trip traffic with the potential to reduce sources of water or air pollution). Transit-oriented developments, such as a mixed use residential or commercial area designed to maximize access to public transportation; similar to above criterion, but where the development center is within one half mile of a mass transit center (e.g. bus, rail, light rail or commuter train station). Such projects would not be able to take credit for both categories, but may have greater credit assigned Redevelopment projects in an established historic district, historic preservation area, or similar significant city area including core City Center areas (to be defined through mapping). Developments with dedication of undeveloped portions to parks, preservation areas and other pervious uses. Developments in a city center area. Developments in historic districts or historic preservation areas. Live-work developments, a variety of developments designed to support residential and vocational needs together – similar to criteria to mixed use development; would not be able to take credit for both categories. In-fill projects, the conversion of empty lots and other underused spaces into more beneficially used spaces, such as residential or commercial areas. -□ LJ □ -LJ --LJ LJ LJ LJ □ □ □ PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section IV North OC Priority WQMP Template August 17 2011 Page 32 Calculation of Water Quality Credits (if applicable) IV.4.2 Alternative Compliance Plan Information Describe an alternative compliance plan (if applicable). Include alternative compliance obligations (i.e., gallons, pounds) and describe proposed alternative compliance measures. Refer to Section 7.II 3.0 in the Model WQMP. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section V North OC Priority WQMP Template August 17 2011 Page 33 Section V Inspection/Maintenance Responsibility for BMPs Fill out information in table below. Prepare and attach an Operation and Maintenance Plan. Identify the funding mechanism through which BMPs will be maintained. Inspection and maintenance records must be kept for a minimum of five years for inspection by the regulatory agencies. Refer to Section 7.II 4.0 in the Model WQMP. BMP Inspection/Maintenance BMP Reponsible Party(s) Inspection/ Maintenance Activities Required Minimum Frequency of Activities Sump Pump Owner or contracted maintenance personnel Visual inspection. Check to make sure pump is working as intended. Rainy season: Prior to October 1st and as needed thereafter. Minimum twice yearly. INF-2 Infiltration Trench Owner or contracted maintenance personnel Visual inspection, keep free of debris, perform more thorough inspection after storm events. More thorough inspection should be required if ponding water sits for more than 48 hours Min. twice yearly and immediately following each storm event. N3 - Common Area Landscape Management Owner or contracted maintenance personnel Inspect and remove litter and trash from landscape area Weekly I I PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section V North OC Priority WQMP Template August 17 2011 Page 34 N3 - BMP Maintenance Owner or contracted maintenance personnel Visual inspection, More thorough inspection shall be required if ponding water sits for more than 48 hours. Minimum twice yearly and immediately following each storm event. N14 - Common Area Catch Basin Inspection Owner or contracted maintenance personnel Inspect drain inlets and catch basins. Ensure that drain inlets are clear of debris and sediment. All catch basins shall be inspected, cleaned and maintained annually. Rainy season: Prior to October 1st and as needed thereafter. Dry season: As needed S3- Trash and Waste Storage Area Owner or contracted maintenance personnel Keep trash area clean and orderly. Weekly S4- Use efficient irrigation systems & landscape design, water conservation, smart controllers, and source control Owner or contracted maintenance personnel Verify that the irrigation system is working properly. Check for broken sprinkler heads and verify proper coverage. Adjust valve timing to avoid over-watering in landscape areas. Weekly Storm Drain System Maintenance Requirements This property is served by a storm drain system that requires periodic inspection and maintenance to protect the property from flooding damage caused by rain water. The following are required and are listed in the order of importance: Roof down drains convey rain water from the roof of the building to the pipes in the drainage system. The inlets on the roof of the building must remain clear at all times to prevent water ponding on the roof. The down drains are provided with overflow outlets to the paved surface around the house. These should not have water exiting from them unless the downstream pipelines under the pavement are clogged. If water is exiting from them, check and clear the main drain lines. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section VI North OC Priority WQMP Template August 17 2011 Page 35 Garage trench drain takes water from inside the garage to the outside drainage system. This drain should flow freely and not hold water at any time. If the trench drain has standing water or if the garage has ponded water, the trench drain and its outlets to the site storm drain must be cleared. Scuppers are openings in the sea wall that are the last emergency overflow path that rain water will use to exit the property without flooding the building if all other drainage elements are not operating properly. These must be maintained clear and open at all times and covered with grates to prevent rodent intrusion. If water is exiting through the scuppers, this means the drainage system is full and not working and must be investigated and cleared. Sump pump is located in a vault in the east building side yard and it pumps excess water from the drainage system to the street through a hole in the curb on the west side of the driveway. This pump requires the power to remain on at all times and must be maintained so that it is not clogged with debris and can easily remove water from the vault. If it comes on, water will be seen exiting the curb opening and this indicates that the water in the underground drainage pipeline system and/or the ground water table is higher than the pump's “switch on elevation”. This operation is acceptable during times of heavy rainfall or high ground water due to ocean surge, but during dry weather or light rainfall, the pump coming on indicates that the infiltration drain is not working properly and should be checked and cleared. Storm drain inlets are located along the side yards, in the planter areas and under the elevated courtyard and terrace decorative stone surfaces and they also connect to the roof down drains and garage trench drain. These should remain free of debris at all times. If they are blocked, water cannot get into the infiltration drains and will pond under the decorative paving surfaces and ultimately exit through the scuppers. Ponded water or flow through the scuppers indicates that these drains are clogged and must be cleared. Pipes and infiltration drains are located along both sides of the property below the surface and these allow storm water to infiltrate into the ground. When working properly and in times of normal ground water, all storm water should enter these drains and infiltrate into the ground and no water discharge should be seen at the sump pump outlet or scuppers. These should be checked and cleared periodically and protected from intrusion of tree roots. Sea water surge and high ground water can cause water to rise in the ground under the building, fill the infiltration drains and cause the sump pump to come on. This should only occur in extreme weather conditions and even in a 100-year storm, the sea water should not reach the elevation of the building. As with all coastal properties, a substantial rise in the sea elevation that is higher than the buildings could cause flooding that none of the measures listed above can ameliorate. The City of Newport Beach prohibits “direct discharge” of storm water to the ocean as a provision of it's “municipal permit for the discharge of stormwater” issued by the Santa Ana Regional Water Quality Control Board. Rather, it requires that all new construction drain to the city's municipal storm drain system which is the street gutters and public drainage inlets and pipes in the street that ultimately do discharge to the ocean. This is the opposite of the conditions that existed before this remodel: all existing drains did previously discharge to the ocean. The city's policy results in the PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section VI North OC Priority WQMP Template August 17 2011 Page 36 system elements described above which require more maintenance than the system that previously existed. However, we have retained the “emergency overflow scuppers”, that are not considered a direct discharge connection, to protect the building from flooding if all the other system elements fail. PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section VI North OC Priority WQMP Template August 17 2011 Page 37 Section VI BMP Exhibit (Site Plan) VI.1 BMP Exhibit (Site Plan) Include a BMP Exhibit (Site Plan), at a size no less than 24” by 36,” which includes the following minimum information: • Insert in the title block (lower right hand corner) of BMP Exhibit: the WQMP Number (assigned by staff) and the grading/building or Planning Application permit numbers • Project location (address, tract/lot number(s), etc.) • Site boundary • Land uses and land covers, as applicable • Suitability/feasibility constraints • Structural BMP locations • Drainage delineations and flow information • Delineate the area being treated by each structural BMP • GIS coordinates for LID and Treatment Control BMPs • Drainage connections • BMP details • Preparer name and stamp Please do not include any areas outside of the project area or any information not related to drainage or water quality. The approved BMP Exhibit (Site Plan) shall be submitted as a plan sheet on all grading and building plan sets submitted for plan check review and approval. The BMP Exhibit shall be at the same size as the rest of the plan sheets in the submittal and shall have an approval stamp and signature prior to plan check submittal. 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 include PA2022-001 Feet Every reasonable effort has been made to assure the accuracy of the data provided, however, The City of Newport Beach and its employees and agents disclaim any and all responsibility from or relating to any results obtained in its use. Disclaimer: 12/19/2021 0 400200 0 PA2022-001 CDHGFE123654R E V I S I O N S LIDO HOUSEGRADING & DRAINAGELOT 27 729 VIA LIDO SOUD, NEWPORT BEACH, CA 92663 LAND STRATEGIES, LLCAB CDHGFEAB“”“”“”“”ON-SITE PROJECT INFORMATION:(WQHP) SITE PLAN WQMP BMP EXHIBIT WATER QUALITY & HYDROLOGY PLAN 118 60.89' ~'(,.,.0\-~a-"~ BASIS OF BEARINGS N70"14~6'W = 35.00' 317.33' ® BER ---.,,..,::::;:;-'Jn7n' BER RAD 30.00' (13.31) ,....... --VIA LIDO S~UD ~ )r2:_ -Cc.) ----,___, L -J I -•, (13.37) -o ·sco ·(13.42) (13.50J--ffss~35~ --if.-~ (13.43) a -; --...,. ..... ,::;: ............ ~ ~~ ~ ~ ~ -:;; -;::: '::j -:;; .. , r =a or-~ >, . a _, C',J ,:.._·) r.,::, . J -.> ·"'-_ ; Cl I -__ , __ a; ~~ .,-. 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NEWPORT CHANNEL SFN \~ ~ 0 8' 8 LOT 28/25 16' SCALE: 1" = 81 -0" BMP TABLE MINIMUM* BMP BMP AREA BMP DEPTH PROVIDED DMA DMA AREA REQUIRED TRENCH TRENCH VOLUME VOLUME INFILTRATION 145 SF 1 FT 145 CF DMA-1 3,275 SF 24 LF TRENCH * MINIMUM REQUIRED TRENCH VOLUME PER SECTION IV3.2 PROVIDED VOLUME > REQUIRED VOLUME .... OK -CONCREJE OR FINISHED GRADE s 4" ¢ PERFC ·RA TED PIPE _____,.-IN FILTER FABRIC "SOCK" FIL lER F A~RIC 10" LAP !! TOP BURITTO WRAP k 7/~--:7-_::2:__7"':.::._7L-,;, / k ". . ;a 12/ , ./'L_ 1111r1vts91L 7"" DETAIL INFILTRATION DRAIN TRENCH -. V, u.J °' ,l: • N STORM DRAIN SYSTEM MAINTENANCE REQUIREMENTS THIS PROPERTY IS SERVED BY A STORM DRAIN SYSTEM THAT REQUIRES PERIODIC INSPECTION AND MAINTENANCE TO PROTECT THE PROPERTY FROM FLOODING DAMAGE CAUSED BY RAIN WATER. THE FOLLOWING ARE REQUIRED AND ARE LISTED IN THE ORDER OF IMPORTANCE: ROOF DOWN DRAINS CONVEY RAIN WATER FROM THE ROOF OF THE BUILDING TO THE PIPES IN THE DRAINAGE SYSTEM. THE INLETS ON THE ROOF OF THE BUILDING MUST REMAIN CLEAR AT ALL TIMES TO PREVENT WATER PONDING ON THE ROOF. THE DOWN DRAINS ARE PROVIDED WITH OVERFLOW OUTLETS TO THE PAVED SURFACE AROUND THE HOUSE. THESE SHOULD NOT HAVE WATER EXITING FROM THEM UNLESS THE DOWNSTREAM PIPELINES UNDER THE PAVEMENT ARE CLOGGED. IF WATER IS EXITING FROM THEM. CHECK AND CLEAR THE MAIN DRAIN LINES. GARAGE TRENCH DRAIN TAKES WATER FROM INSIDE THE GARAGE TO THE OUTSIDE DRAINAGE SYSTEM. THIS DRAIN SHOULD FLOW FREELY AND NOT HOLD WATER AT ANY TIME. IF THE TRENCH DRAIN HAS STANDING WATER OR IF THE GARAGE HAS PONDED WATER. THE TRENCH DRAIN AND ITS OUTLETS TO THE SITE STORM DRAIN MUST BE CLEARED. SCUPPERS ARE OPENINGS IN THE SEA WALL THAT ARE THE LAST EMERGENCY OVERFLOW PATH THAT RAIN WATER WILL USE TO EXIT THE PROPERTY WITHOUT FLOODING THE BUILDING IF ALL OTHER DRAINAGE ELEMENTS ARE NOT OPERATING PROPERLY. THESE MUST BE MAINTAINED CLEAR AND OPEN AT ALL TIMES AND COVERED WITH GRATES TO PREVENT RODENT INTRUSION. IF WATER IS EXITING THROUGH THE SCUPPERS, THIS MEANS THE DRAINAGE SYSTEM IS FULL AND NOT WORKING AND MUST BE INVESTIGATED AND CLEARED. SUMP PUMP IS LOCATED IN A VAULT IN THE EAST BUILDING SIDE YARD AND IT PUMPS EXCESS WATER FROM THE DRAINAGE SYSTEM TO THE STREET THROUGH A HOLE IN THE CURB ON THE WEST SIDE OF THE DRIVEWAY. THIS PUMP REQUIRES THE POWER TO REMAIN ON AT ALL TIMES AND MUST BE MAINTAINED SO THAT IT IS NOT CLOGGED WITH DEBRIS AND CAN EASILY REMOVE WATER FROM THE VAULT IF IT COMES ON, WATER WILL BE SEEN EXITING THE CURB OPENING AND THIS INDICATES THAT THE WATER IN THE UNDERGROUND DRAINAGE PIPELINE SYSTEM AND/OR THE GROUND WATER TABLE IS HIGHER THAN THE PUMP'S SWITCH ON ELEVATION. THIS OPERATION IS ACCEPTABLE DURING TIMES OF HEAVY RAINFALL OR HIGH GROUND WATER DUE TO OCEAN SURGE, BUT DURING DRY WEATHER OR LIGHT RAINFALL. THE PUMP COMING ON INDICATES THAT THE INFILTRATION DRAIN IS NOT WORKING PROPERLY AND SHOULD BE CHECKED AND CLEARED. STORM DRAIN INLETS ARE LOCATED ALONG THE SIDE YARDS, IN THE PLANTER AREAS AND UNDER THE ELEVATED COURTYARD AND TERRACE DECORATIVE STONE SURFACES AND THEY ALSO CONNECT TO THE ROOF DOWN DRAINS AND GARAGE TRENCH DRAIN. THESE SHOULD REMAIN FREE OF DEBRIS AT ALL TIMES. IF THEY ARE BLOCKED, WATER CANNOT GET INTO THE INFILTRATION DRAINS AND WILL POND UNDER THE DECORATIVE PAVING SURFACES AND ULTIMATELY EXIT THROUGH THE SCUPPERS. PONDED WATER OR FLOW THROUGH THE SCUPPERS INDICATES THAT THESE DRAINS ARE CLOGGED AND MUST BE CLEARED. PIPES AND INFILTRATION DRAINS ARE LOCATED ALONG BOTH SIDES OF THE PROPERTY BELOW THE SURFACE AND THESE ALLOW STORM WATER TO INFILTRATE INTO THE GROUND . WHEN WORKING PROPERLY AND IN TIMES OF NORMAL GROUND WATER. ALL STORM WATER SHOULD ENTER THESE DRAINS AND INFILTRATE INTO THE GROUND AND NO WATER DISCHARGE SHOULD BE SEEN AT THE SUMP PUMP OUTLET OR SCUPPERS. THESE SHOULD BE CHECKED AND CLEARED PERIODICALLY AND PROTECTED FROM INTRUSION OF TREE ROOTS. SEA WATER SURGE AND HIGH GROUND WATER CAN CAUSE WATER TO RISE IN THE GROUND UNDER THE BUILDING. FILL THE INFILTRATION DRAINS AND CAUSE THE SUMP PUMP TO COME ON. THIS SHOULD ONLY OCCUR IN EXTREME WEATHER CONDITIONS AND EVEN IN A 100-YEAR STORM. THE SEA WATER SHOULD NOT REACH THE ELEVATION OF THE BUILDING. AS WITH ALL COASTAL PROPERTIES, A SUBSTANTIAL RISE IN THE SEA ELEVATION THAT IS HIGHER THAN THE BUILDINGS COULD CAUSE FLOODING THAT NONE OF THE MEASURES LISTED ABOVE CAN AMELIORATE. THE CITY OF NEWPORT BEACH PROHIBITS DIRECT DISCHARGE OF STORM WATER TO THE OCEAN AS A PROVISION OF IT'S MUNICIPAL PERMIT FOR THE DISCHARGE OF STORMWATER ISSUED BY THE SANTA ANA REGIONAL WATER QUALITY CONTROL BOARD. RATHER, IT REQUIRES THAT ALL NEW CONSTRUCTION DRAIN TO THE CITY'S MUNICIPAL STORM DRAIN SYSTEM WHICH IS THE STREET GUTTERS AND PUBLIC DRAINAGE INLETS AND PIPES IN THE STREET THAT ULTIMATELY DO DISCHARGE TO THE OCEAN. THIS IS THE OPPOSITE OF THE CONDITIONS THAT EXISTED BEFORE THIS REMODEL: ALL EXISTING DRAINS DID PREVIOUSLY DISCHARGE TO THE OCEAN. THE CITY'S POLICY RESULTS IN THE SYSTEM ELEMENTS DESCRIBED ABOVE WHICH REQUIRE MORE MAINTENANCE THAN THE SYSTEM THAT PREVIOUSLY EXISTED. HOWEVER. WE HAVE RETAINED THE EMERGENCY OVERFLOW SCUPPERS. THAT ARE NOT CONSIDERED A DIRECT DISCHARGE CONNECTION, TO PROTECT THE BUILDING FROM FLOODING IF ALL THE OTHER SYSTEM ELEMENTS FAIL. LEGEND PROPOSED BUILDING PROPOSED PERVIOUS SURFACE r-5::.";;·'\;~;•:~?..~~~f)£f,-_t-~--l~~ttit-1}5{~t:~~~:l' PROPOSED CONCRETE PAVING (IMPERVIOUS) _,,-:-~,-:':'.;::-., .~,.<,-_ _.,:-;:_;-~,...;,. ;:;•.-..~.;:~ ...,.:;-, o,;(;. j,, ,;;-:,.:~ I: ; : ! : ! : ! : l PROPOSED DECORATIVE PAVING (IMPERVIOUS) 11111111111111 PROPOSED DECORATIVE PAVING (IMPERVIOUS) • ROOF DRAIN 0 12 X 12 DRAIN INLET ~ 6" HOPE STORM DRAIN ALL SLOPE 2% MIN --FM-+ 3" FORCE MAIL ® SUMP PUMP 181 EMERGENCY OVERFLOW SCUPPER, 6" X 12" OPEN IN SEA WALL WI TH GRATE --6" INFILTRATION DRAIN IIIIIIIWIII 111111111• 3" SLOT DRAIN ---DEEP FOOTING --FLOW DIRECTION DRAINAGE MANAGEMENT AREA (OMA) BOUNDARY :;.: "' C, w ~ n. w "' n. z :'i n. 0 0 I'! ::, V) !; ~ ..., "' a, N w"' z-< 5U "' . ~w ~z ,, _ N> "' !!, ofSSSION,i-:: ,v-Roe -t❖, \_." ,t"f>C'~ ~,;, 0. -,. NO. 44160 *\.. /* {~1 ~~ ~ ~c P.F C,l_l \~_c§, ROY L. ROBERSON R.C.E. 44160 DAlE: ______ _ PREPARED FOR: 729 VIA UDO SOUD NE\IPORT BEACH, CA 92663 DATE: 12/17 /21 SURVEY DA lE: 06/23/21 DRN.: CHD.: APPD.: H. SCALE N/A V. SCALE N/A DWG. NO. 1 ~ <( □ §: 0.. <( ~ <( □ >-(D JOB NO. ISHEETI OF 21-114 PA2022-001 PRECISE GRADING PLANFORLOT 27LIDO HOUSE729 VIA LIDO SOUD, NEWPORT BEACH, CALIFORNIACDHGFE123654R E V I S I O N S LIDO HOUSE TITLE SHEET LOT 27 729 VIA LIDO SOUD, NEWPORT BEACH, CA 92663 LAND STRATEGIES, LLCAB CDHGFEABNOTICE TO CONTRACTOR 1. CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITIE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH TIHE PERFORMANCE OF WORK ON TIHIS PROJECT, EXCEPTING LIABILITY ARISING FROM TIHE SOLE NEGLIGENCE OF DESIGN PROFESSIONAL. 2. IF THIS PROJECT IS STAKED BY CREWS OTHER THAN THOSE CREWS UNDER TIHE DIRECT SUPERVISION OF THE SIGNATORY ENGINEER, THE SIGNATORY ENGINEER WILL NO LONGER BE TIHE ENGINEER OF RECORD AND WILL HAVE NO RESPONSIBILITY AS TO THE FINAL CONSTRUCTIED PROJECT. THE SIGNATORY ENGINEER WILL NOT BE RESPONSIBLE FOR ERRORS OR OMISSIONS THAT COULD HAVE BEEN CORRECTED DURING THE CONSTRUCllON OF TIHIS PROJECT, IF THE STAKING HAD BEEN DONE BY SURVEY CREWS UNDER HIS DIRECT SUPERVISION. GRADING NOTES 1. GRADED SLOPES SHALL BE NO STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL UNLESS SPECIFICALLY AUTHORIZED BY GEOTECHNICAL ENGINEER. 2. FILL SLOPES SHALL BE COMPACTED TO NO LESS THAN 90 PERCENT RELATIVE COMPACTION OUT TO TIHE FINISHED SURFACE. 3. ALL FILLS SHALL BE COMPACTIED THROUGHOUT TO A MINIMUM OF 90 PERCENT RELATIVE COMPACTION AS DETIERMINED BY ASTM TEST METHOD 1557, AND APPROVED BY THE SOILS ENGINEER. COMPACTION TIESTS SHALL QUANllTY TO ATTIEST TO THE OVERALL COMPACTION EFFORT APPLIED TO THE FILL AREAS. 4. AREAS TO RECEIVE FILL SHALL BE CLEARED OF ALL VEGETAllON AND DEBRIS, SCARIFIED AND APPROVED BY THE SOILS ENGINEER PRIOR TO PLACING OF THE FILL. 5. FILLS SHALL BE KEYED OR BENCHED INTO COMPETENT MA TIERIAL. 6. ALL EXISTING FILLS SHALL BE APPROVED BY TIHE SOILS ENGINEER OR REMOVED BEFORE ANY ADDITIONAL FILLS ARE ADDED. 7. ANY EXISTING IRRIGATION LINES AND CISTERNS SHALL BE REMOVED OR CRUSHED IN PLACE AND BACKFILLED AND APPROVED BY THE SOILS ENGINEER. 8. THE ENGINEERING GEOLOGIST AND SOILS ENGINEER SHALL, AFTIER CLEARING AND PRIOR TO THE PLACEMENT OF FILL IN CANYONS, INSPECT EACH CANYON FOR AREAS OF ADVERSE STABILITY AND DETERMINE THE PRESENCE OF, OR POSSIBILITY OF FUTURE ACCUMULATION OF, SUBSURFACE WATER OR SPRING FLOW. IF NEEDED, DRAINS WILL BE DESIGNED AND CONSTRUCTIED PRIOR TO TIHE PLACEMENT OF FILL IN EACH RESPECTIVE CANYON. 9. THE EXACT LOCAllON OF THE SUBDRAINS SHALL BE SURVEYED IN THE FIELD FOR LINE AND GRADE. 10. ALL TRENCH BACKFILLS SHALL BE COMPACTED TIHROUGHOUT TO A MINIMUM OF 90 PERCENT RELATIVE COMPACTION, AND APPROVED BY THE SOILS ENGINEER. TIHE BUILDING DEPARTIMENT MAY REQUIRE CORING OF CONCRETE FLAT WORK PLACED OVER UNTIESTED BACKFILLS TO FACILITATE TIESTING. 11. THE STOCKPILING OF EXCESS MATERIAL SHALL BE APPROVED BY THE GRADING ENGINEER. 12. LANDSCAPING OF ALL SLOPES AND PADS SHALL BE IN ACCORDANCE WITH CHAPTIER 15 OF THE NBMC. 13. ALL CUT SLOPES SHALL BE INVESTIGATED BOTH DURING AND AFTER GRADING BY AN ENGINEERING GEOLOGIST TO DETERMINE IF ANY STABILITY PROBLEM EXISTS. SHOULD EXCAVATION DISCLOSE ANY GEOLOGICAL HAZARDS OR POTENTIAL GEOLOGICAL HAZARDS, THE ENGINEERING GEOLOGIST SHALL RECOMMEND AND SUBMIT NECESSARY TREATMENT TO TIHE CITY GRADING ENGINEER FOR APPROVAL. 14. WHERE SUPPORT OR BUTTRESSING OF CUT AND NATURAL SLOPES IS DETERMINED TO BE NECESSARY BY THE ENGINEERING GEOLOGIST AND SOILS ENGINEER, THE SOILS ENGINEER WILL OBTAIN APPROVAL OF DESIGN, LOCATION AND CALCULATIONS FROM THE CITY GRADING ENGINEER PRIOR TO CONSTRUCTION. 15. THE ENGINEERING GEOLOGIST AND SOILS ENGINEER SHALL INSPECT AND TIEST TIHE CONSTRUCTION OF ALL BUTTRESS FILLS AND ATTEST TO THE STABILITY OF TIHE SLOPE AND ADJACENT STRUCTIURES UPON COMPLETION. 16. WHEN CUT PADS ARE BROUGHT TO NEAR GRADE THE ENGINEERING GEOLOGIST SHALL DETERMINE IF THE BEDROCK IS EXTENSIVELY FRACTURED OR FAULTED AND WILL READILY TRANSMIT WATER. IF CONSIDERED NECESSARY BY THE ENGINEERING GEOLOGIST AND SOILS ENGINEER, A COMPACTED FILL BLANKET WILL BE PLACED. 17. THE ENGINEERING GEOLOGIST SHALL PERFORM PERIODIC INSPECTIONS DURING GRADING. 18. NOTIFICATION OF NONCOMPLIANCE: IF, IN THE COURSE OF FULFILLING THEIR RESPONSIBILITY, THE CIVIL ENGINEER, THE SOILS ENGINEER, THE ENGINEERING GEOLOGIST OR THE TESTING AGENCY FINDS THAT THE WORK IS NOT BEING DONE IN CONFORMANCE WITH APPROVED GRADING PLANS, THE DISCREPANCIESSHALL BE REPORTED IMMEDIA TIEL Y IN WRITING TO THE PERSON IN CHARGE OF TIHE GRADING WORK AND TO TIHE CITY GRADING ENGINEER, RECOMMENDATIONS FOR CORRECTIVE MEASURES, IF NECESSARY, SHALL BE SUBMITTED TO THE CITY GRADING ENGINEER FOR APPROVAL. REQUIRED INSPECTIONS 1. A PRE-GRADING MEETING SHALL BE SCHEDULED 48 HOURS PRIOR TO START OF GRADING WITH FOLLOWING PEOPLE PRESENT: OWNER, GRADING CONTRACTOR, DESIGN CIVIL ENGINEER, GEOLOGIST, CITY GRADING ENGINEER OR TIHEIR REPRESENTATIVES. REQUIRED FIELD INSPECTION WILL BE OUTLINED AT THE MEETING. 2. A PRE-PAVING MEETING SHALL BE SCHEDULED 48 HOURS PRIOR TO START OF TIHE SUB-GRADE PREPARATION FOR THE PAVING WITH TIHE FOLLOWING PEOPLE PRESENT: OWNER, PAVING CONTRACTOR DESIGN CIVIL ENGINEER, SOILS ENGINEER, CITY GRADING ENGINEER OR THEIR REPRESENTATIVES. REQUIRED FIELD INSPECTIONS WILL BE OUTILINED AT THE MEETING. GENERAL GRADING NOTES 1. ALL WORK SHALL CONFORM TO THE 2013 CALIFORNIA BUILDING CODE (CBC), CHAPTER 15 OF THE NEWPORT BEACH MUNICIPAL CODE (NBMC), TIHE PROJECT SOILS REPORT, AND SPECIAL REQUIREMENTS OF THE PERMIT. 2. DUST SHALL BE CONTROLLED BY WATIERING AND/OR DUST PALLIATIVE. 3. SANITARY FACILITIES SHALL BE MAINTAINED ON THE SITIE DURING THE CONSTRUCTION PERIOD. 4. WORK HOURS ARE LIMITED FROM 7:00 AM TO 6:30 PM MONDAY THROUGH FRIDAY; 8:00 AM TO 6:00 PM SATURDAYS; AND NO WORK SUNDAYS AND HOLIDAYS PER SECTION 10-28 OF TIHE NBMC. 5. NOISE, EXCAVATION, DELIVERY AND REMOVAL SHALL BE CONTROLLED PER SECTION 10-28 OF THE NBMC. 6. TIHE STAMPED SET OF APPROVED PLANS SHALL BE ON THE JOB SITE AT ALL TIMES. 7. PERMITTEE AND CONTRACTOR ARE RESPONSIBLE FOR LOCATING AND PROTIECTING UTILITIES. 8. APPROVED DRAINAGE PROVISIONS AND PROTECTIVE MEASURES MUST BE USED TO PROTECT ADJOINING PROPERTIES DURING THE GRADING OPERATION. 9. CESSPOOLS AND SEPTIC TANKS SHALL BE ABANDONED IN COMPLIANCE WITH THE UNIFORM PLUMBING CODE AND APPROVED BY THE BUILDING OFFICIAL. 10. HAUL ROUTES FOR IMPORT OR EXPORT OF MATERIALS SHALL BE APPROVED BY THE CITY TIRAFFIC ENGINEER AND PROCEDURES SHALL CONFORM WITIH CHAPTER 15 OF TIHE NBMC. 11. POSITIVE DRAINAGE SHALL BE MAINTAINED AWAY FROM ALL BUILDING AND SLOPE AREAS. 12. FAILURE TO REQUEST INSPECTIONS AND/OR HAVE REMOVABLE EROSION CONTROL DEVICES ON-SITE AT THE APPROPRIA TIE TIMES SHALL RESULT IN FORFEITIURE OF THE CONSTRUCTION SITE CLEANUP DEPOSIT. 13. ALL PLASTIC DRAINAGE PIPE SHALL CONSIST OF PVC OR ABS PLASTIC AND EITHER ASTM 2751, ASTIM D1527, ASTM D30340R ASTIM D1785. 14. NO PAINT, PLASTER, CEMENT, SOIL, MORTER OR OTHER RESIDUE SHALL BE ALLOWIED TO ENTER STREETS, CURBS, GUTTERS, OR STORM DRAINS. ALL WASTIE MA TIERIALS SHALL BE REMOVED FROM THE SITIE. NBMC 17.32.020. EROSION CONTROL NOTES 1. TIEMPORARY EROSION CONTIROL PLANS ARE REQUIRED FROM OCTOBER 15 TO MAY 15. 2. EROSION CONTIROL DEVICES SHALL BE AVAILABLE ON SITIE BETWEEN OCTOBER 15 AND MAY 15. 3. BETWEEN OCTOBER 15 AND MAY 15, EROSION CONTROL MEASURES SHALL BE IN PLACE AT TIHE END OF EACH WORKING DAY WHENEVER TIHE FIVE-DAY PROBABILITY OF RAIN EXCEEDS 30 PERCENT. DURING THE REMAINDER OF THE YEAR, THAT SHALL BE IN PLACE AT THE END OF THE WORKING DAY WHENEVER THE DAILY RAINFALL PROBABILITY EXCEEDS 50 PERCENT. 4. LANDSCAPING PLANS SHALL BE SUBMITTED FOR APPROVAL, WORK COMPLETIED AND A CERTIFICATE OF CONFORMANCE RECEIVED BY THE CITY ENGINEER PRIOR TO CLOSURE OF PERMIT, UNLESS WAIVED BY TIHE CITY GRADING ENGINEER. 5. TIEMPORARY DESILTING BASINS, WHEN REQUIRED, SHALL BE INSTALLED AND MAINTAINED FOR TIHE DURATION OF TIHE PROJECT. EXISTING UTILITIES NOTES ALL UNDERGROUND UTILITIES OR STIRUCTURES REPORTIED BY THE OWNER OR OTHERS AND THOSE SHOWN ON THE RECORDS EXAMINED ARE INDICATED WITIH THEIR APPROXIMA TIE LOCATION AND EXTIENT. TIHE OWNER BY ACCEPTING THESE PLANS OR PROCEEDINGS WITIH IMPROVEMENTS PURSUANT TIHERETO AGREES TO ASSUME LIABILITY AND TO HOLD UNDERSIGNED HARMLESS FOR ANY DAMAGES RESUL llNG FROM TIHE EXISTENCE OF UNDERGROUND UTILlllES OR STIRUCTIURES NOT REPORTED TO THE UNDERSIGNED; NOT INDICA TIED ON TIHE PUBLIC RECORDS EXAMINED; LOCATED AT VARIANCE WITIH THAT REPORTED OR SHOWN ON RECORDS EXAMINED. TIHE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILlllES OR STIRUCTURES SHOWN AND ANY OTHER UllLITIES OR STRUCTURES FOUND AT THE SITE. IT SHALL BE TIHE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE OWNER OF THE UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK. DOCUMENTATION 1. AN AS-BUil T GRADING PLAN SHALL BE PREPARED BY THE CIVIL ENGINEER INCLUDING ORIGINAL GROUND SURFACE ELEVATIONS, AS-GRADED ELEVATIONS, LOT DRAINAGE PATTERNS AND LOCATIONS, AND ELEVATIONS OF ALL SURFACE AND SUB-SURFACE DRAINAGE FACILlllES. HE SHALL PROVIDE WRITTEN APPROVAL THAT TIHE WORK WAS DONE IN ACCORDANCE WITH THE FINAL APPROVED GRADING PLAN AND STATIE THE NUMBER OF YARDS OF CUT AND/OR FILL MOVED DURING THE OPERAllON. 2. A SOILS GRADING REPORT PREPARED BY TIHE SOILS ENGINEER, INCLUDING LOCATIONS AND ELEVA llON OF FIELD DENSITY TESTS, SUMMARIES OF FIELD AND LABORATORY RESULTS AND OTHER SUBSTANTIATED DATA AND COMMENTS ON ANY CHANGES MADE DURING GRADING AND TIHEIR EFFECT ON TIHE RECOMMENDATIONS MADE IN TIHE SOILS ENGINEERING INVESllGATION REPORT. HE SHALL PROVIDE WRITTEN APPROVAL AS TO TIHE ADEQUACY OF THE SITIE FOR TIHE INTENDED USE AND COMPLEllON OF WORK IN ACCORDANCE WITH TIHE NBMC. 3. A GEOLOGIC GRADING REPORT PREPARED BY THE ENGINEERING GEOLOGIST, INCLUDING A FINAL DESCRIPTION OF THE GEOLOGY OF THE SITE, INCLUDING ANY NEW INFORMATION DISCLOSED DURING THE GRADING AND THE EFFECT OF SAME ON RECOMMENDATIONS INCORPORATED IN THE APPROVED GRADING PLAN. HE SHALL PROVIDE WRITTEN APPROVAL AS TO TIHE ADEQUACY OF THE SITIE FOR TIHE INTIENDED USE AS AFFECTIED BY GEOLOGIC FACTORS. PROPERTY CORNER MONUMENTATION SURVEYOR OR ENGINEER SHALL MONUMENT PROPERTY CORNERS, BEFORE STARTING GRADING, WITH PERMANENT MONUMENTS. CITY OF NEWPORT BEACH NOTES <i>-A PUBLIC WORKS DEPARTMENT ENCROACHMENT PERMIT INSPECTION IS REQUIRED BEFORE THE BUILDING DEPARTIMENT PERMIT FINAL CAN BE ISSUED. AT THE TIME OF PUBLIC WORKS DEPARTMENT INSPECTION, IF ANY OF TIHE EXISllNG PUBLIC IMPROVEMENTS SURROUNDING THE SITE IS DAMAGED, NEW CONCRETE SIDEWALK, CURB AND GUTTER, ALLEY /SllREET PAVEMENT, AND OTHER PUBLIC IMPROVEMENTS WILL BE REQUIRED BY THE CITY AT THE TIME OF PRIVATE CONSTRUCTION COMPLETION. ADDITIONALLY, IF EXISllNG UTILITIES INFRASTRUCTURE ARE DEEMED SUBSTANDARD, A 1-INCH WATER SERVICE, WAllER METER BOX, SEWER LATERAL AND/OR CLEANOUT WITIH BOX AND LID WILL BE REQUIRED. 100% OF THE COST SHALL BE BORNE BY THE PROPERTY OWNER (MUNICIPAL CODES 14.24.020 AND 14.08.030). SAID DETERMINATION AND THE EXTIENT OF THE REPAIR WORK SHALL BE MADE AT THE DISCRETION OF THE PUBLIC WORKS INSPECTOR. <3)-AN ENCROACHMENT AGREEMENT IS REQUIRED FOR ALL NON-STANDARD IMPROVEMENTS WITHIN THE PUBLIC RIGHT-OF-WAY. ALL NON-STANDARD IMPROVEMENTS SHALL COMPLY WITIH CITY COUNCIL POLICY L-6. 0--AN APPROVED CITY OF NEWPORT BEACH ENCROACHMENT PERMIT IS REQUIRED FOR ALL WORK ACTIVITIES WITIHIN TIHE PUBLIC RIGHT-OF-WAY. 1)-suRVEYOR OR ENGINEER SHALL PERMANENTIL y MONUMENT PROPERTY CORNERS OR OFFSETS BEFORE STARllNG GRADING. <e)-SURVEYOR TO FILE A CORNER RECORD OR RECORD OF SURVEY WITH THE OFFICE OF THE COUNTY SURVEYOR. EVIDENCE OF FILING SHALL BE SUBMITTED TO BUILDING INSPECTOR PRIOR TO FOUNDATION INSPECllON. ~ALL WORK RELATED TO WATER IN THE PUBLIC RIGHT-OF-WAY SHALL BE PERFORMED BY A C-34 LICENSED PIPELINE CONTRACTOR OR AN "A" LICENSED GENERAL ENGINEERING CONTRACTOR. <v"-ALL WORK RELATED TO WASTEWATER IN THE PUBLIC RIGHT-OF-WAY SHALL BE PERFORMED BY A C-42 LICENSED SANITAllON SEWIER CONTRACTOR OR AN "A" LICENSED GENERAL ENGINEERING CONTRACTOR. ~ISSUANCE OF A BUILDING PERMIT BY THE CITY OF NEWPORT BEACH DOES NOT RELIEVE APPLICANTS OF TIHE LEGAL REQUIREMENTS TO OBSERVE COVENANTS, CONDITIONS AND RESTIRICllONS WHICH MAY BE RECORDED AGAINST THE PROPERTY OR TO OBTAIN PINS. YOU SHOULD CONTACT YOUR COMMUNITY ASSOCIAllONS PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION AUTHORIZED BY THIS PERMIT. ADDITIONAL NOTES 1. ALL ROOFS SHALL BE GUTTERED & DOWNSPOUTS OUTILET ONTO PLASH BLOCK UNLESS OTHERWISE APPROVED. 2. SEE SOIL REPORT FOR ALL OVEREXCAVATION REQUIREMENTS. 3. FOR FOOTING AND FOUNDATION DESIGN, SEE STRUCTURAL PLANS. 4. ALL RECOMMENDATION CONTAINED IN THE SOILS REPORT ARE CONSIDERED PART OF TIHIS PLAN. 5. ALL RETAINING WALLS TO BE CONSTIRUCTED UNDER SEPARATE PERMIT. 6. PER THE SOIL REPORT, ALL CONCRETE IN CONTACT WITH ONSITE SOILS SHALL BE MADE WITH TYPE 11 & fc=2500 psi. ENGINEER'S INSECTION AFTER COMPLEllON OF THE CONCRETE FLAT WORK AND BEFORE INSTALLATION OF TIHE DECORATIVE PAVING IN THE COURTYARD AND REAR TIERRACE, TIHE CONTRACTOR SHALL CALL FOR AN INSPECTION BY THE DESIGN ENGINEER. THE CONTRACTOR SHALL PROVIDE AN ON-SITE WET-DOWN WITH WATER FROM HOSES OR WA llER TRUCKS TO FLUSH-OUT AND CONFIRM THE OPERA llON OF THE ENTIRE DRAINAGE SYSTEM: ROOF-DRAINS AND OVERFLOWS, AREA DRAINS, INFILTRAllON LINES, STORM WATER SUMP PUMP AND OVERFLOW SCUPPERS. IF ANY ITIEMS DO NOT PERFORM AS DESIGNED, THE WORK SHALL BE CORRECTED BEFORE TIHE DECORATIVE PAVING SURFACE IS INSTALLED. BASIS OF BEARINGS THE BEARINGS SHOWN HEREON ARE BASED ON THE CENTERLINE OF VIA LIDO SOUD, BEING NORTIH 70'14'26" WEST, AS SHOWN ON TRACT NO. 907, BOOK 28, PAGE(S) 25-36 OF MISCELLANEOUS MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF ORANGE COUNTY, CALIFORNIA. BENCHMARK NOTE THE ELEVATIONS SHOWN HEREON ARE BASED ON ORANGE COUNTY SURVEY VERTICAL CONTROL NUMBER "NB3-17-77", ELEVATION 24.503' (NAVD88) CONSTRUCTION NOTES (j)---CONSTIRUCT CONCRETE HARDSCAPE. SEE DETAIL ON SHEET C-3. @--CONSTIRUCT PERVIOUS PAVER DRIVEWAY PER ARCHITIECTIURAL PLAN. @-INSTALL 4" DIA SCHEDULE 40 PVC PIPE DRAIN SYSTEM. (ASTM D1785) @-INSTALL 6" DECK DRAIN NDS TYPE 40 W/ RISER & ADAPTOR OR EQUAL. SEE DETAIL ON SHEET C-3. @)-INSTALL 6" ATIRIUM DRAIN NDS TYPE 90 W/ RISER & ADAPTOR OR EQUAL. SEE DETAIL ON SHEET C-3. @-INSTALL 8" CHANNEL DRAIN, TIRAFFIC RATED, NDS SERIES, TYPE 833 W/ TRAFFIC RATIED GRATIE OR EQUAL. SEE DETAIL ON SHEET C-3. (D-INSTALL 3" MICRO CHANNEL DRAIN, NDS PRO SERIES, TYPE 764 OR EQUAL. SEE DETAIL ON SHEET C-3. @-coNSllRUCT INFILTRATION TRENCH, L=18.5'X2'X1' PER CITY OF NEWIPORT BEACH SllD. SEE DETAIL ON SHEET C-3. @-CONNECT DOWNSPOUT TO STORM DRAIN SYSTEM PER DETAIL ON SHEET C-3. @--INSTALL TRENCH DRAIN FILTER. FLOGARD TRENCH DRAIN FILTER MODEL FG-TDOF3. SEE DETAIL ON SHEET C-3. @-INSTALL 12" SQUARE CONC. BOX. BROOKS PRODUCT NB-1212 OR EQUAL. @--CONSTRUCT DEEPEN FOOTING PER DETAIL ON SHEET C-3. @-EXIST SEWER CLEAN OUT, UPGRADE PER CITY OF NEWPORT BEACH STD. 406-L IF SUBSTANDARD. 0--INSTALL SUM PUMP, DUPLEX SYSTIEM PUMP W/ BACKUP POWER SOURCE TO BE DESIGNED FOR 0=145 GPM. @-INSTALL FORCE MAIN, SIZE PER MANUFACTIURES RECOMMENDAllONS. NOTE: QUANTITIES SHOWN HEREON ARE ESllMATED FOR PERMIT PURPOSES ONLY. CONTRACTOR SHALL PERFORM OWN QUANTITY TAKEOFF FOR BIDDING AND OTIHER PURPOSES. OWNER 729 VIA LIDO SOUD NEWPORT BEACH, CA 92663 ARCHITECT GRAHAM ARCHITECTIURE ATT. CARLTON GRAHAM 1075 N. COAST HWY. LAGUNA BEACH, CA 92651 TEL: (949) 715-2365 TOPOGRAPHIC SURVEY PREPARED BY: GUIDA SURVEYING, INC. 9241 IRVINE BLVD. SUITE 100 IRVINE, CA 92618 TEL: (949) 777-2000 Underground Service Alert --Call: TOLL FREE 1-800 422-4133 TWO WORKING DAYS BEF'ORE YOU DIG SHEET INDEX C-01 TITLE SHEET C-02 PRECISE GRADING PLAN C-03 SECTIONS AND DETAILS C-04 EROSION CONTROL PLAN C-05 LIFT STATION DETAIL 0 0 -I!! 5 ;; {/) rn a., C >-..., <O w CON "' w"' < "-z < ill 50 "' "--w z -z :::5 ... 5 N °' "-"'-. \.. ~ci'>.~ ..l.. J'~\~ a o . .,_ NO. 44160 ~ ,~ r::,~..,._ .0/: _CA.le_ \_'i _ _-ROY L. ROBERSON R.C.E. 44160 * DATE: ______ _ PREPARED FOR: 729 ~A UDO SOUD NEWPORT BEACH, CA 92663 DATE: XX/XX/21 SURVEY DA TE: 06/23/21 DRN.: CHD.: APPD.: H. SCALE N/A V. SCALE N/A DWG. NO C-1 ~ < Cl §! a. < ~ < Cl >-"' JOB NO. I SHEET I OF 21-114 1 7 PA2022-001 CDHGFE123654R E V I S I O N S LIDO HOUSEGRADING & DRAINAGELOT 27 729 VIA LIDO SOUD, NEWPORT BEACH, CA 92663 LAND STRATEGIES, LLCAB CDHGFEAB“”“”“”“”PONDING & OVERFLOW EVALUATIONASSUMING ALL DRAINS OVERLOADEDPRECISE GRADING PLAN 60.89' (13.31)~ -VIA LIDO SOUD yYER ~ q_ ~!~ '----I-a: ------~'-----':"-'--(1-3.3n---.J :::, =e 0 -----=sea ,;j}-'i'<-rf-~()1,.1 BASIS OF BEARINGS NIO" 14'26"W -44.30' 35.00' \.(13.42) --317.33' BER CD ~--~-t-m-BE~ RAD30llll'_ ' te ~SSMH (13.51) RIM (n43)--, ...... al-------so.a~ VIA LIDO S~UD )¥2E~ (13.311 _....,.._ -.+ -. -.-----, l'-(13p71 ---:c::>sco ~"''i'<-rf., ~()1,.1 BASIS OF BEARINGS N70°14'26'W 44.3(1 35.00' \(1,;42)-317,33' ~;:--____:::::,;,: 0 .7f'--.__ ~-2070' BER ~=·7,,-------.. RAD 30.00' :-::,,_ BER i~3~ Bi .-..-.. La..J C ~ ~~ +I ~c'~o' ~ ~ ~ a of2 ~ C'\I ~ +1 ~ WI !~ 10"(2.41)IN j;l ·!fr 10"(2.11) OUT a! N -SSMHn:1 .51) RIM : 03,43;7_... 1 . (2.41) IN 1 '(2.11)0UT, -; --............ -::::;: ............ ~t;~~~ -:::I!::!,=:----~ -I -n r -I "Tl nr~o• r ~ ,, 35.00' N . r,,-j ,.._; n. c.o .: r-..... +I -..... LL. .............. r,,-j ,._ --u (',,J • "" LL._ -,,, co ...... r,t');J:;,,, > . ....,....,J 0:::: ................. ,... i,-.;.. LL.-=----.....J ~ ~ ?: -----~ p ~r.'=1-u l;S-= ....,_ C) S?~ i-;.. ...,, <.O El~ w~ ~I -I ·• t>.:_ O r ""fi ·nl 00 r--. <O ""u,_ "" u,_ -u -c.:, ii• Ci:= ~<O ~<O ) (0.4% ±) t-.L. 12.,3 ~::: .;vi ~f i t-".:z"" "' . • "' u,_ ~ -u CJ ii= I"-~<O -~ . . ~ ~(",.,JL.i....c.! r.::. c.:, c.:, l.,i; :,; ;-n :~ ti:...-i,-.;.. LL..,-= -...'i'$c.o ~ ~ ~~~-::;c-::.;· I"')-".~!')!") N ,..._3"->~~=--i ~I~~ ;TIC d ~ Ln-""Cl r -\ --,~ / 30.00' I TRACT NO. 907 13.16) WAlJ_ (13.15) EOG r-ro-•" '''" "7 A d I I I I I I I I I I I I I I I I I I I I I 118 I SFN~ (13.17)BLDC 11 TG 13.1B (0 "' --~1 <O (0 "" -::,: ~ 1% ~ PODOCARPUS GRACILIOR HEDGE 247'@X1 !J!'JllfAJNED AT6' HT. INV. 11.34 II! 2 CAR (20' X 20') 2% r-.aoar-.c-I c::: ,.,, ....... -~,, vwv1,zi .IL.~ /NV. 12.52 r~ ll, 13.16 :11 5" THICK CONC. ~l~+, ■ L. ,-,-. "T"... --·· FLATWc/f,8 13.28 HP fH-t'ii' ~"P1·1SH/ _ ' ITS ----'------i H>1,_ '---. 24 ~I ~r 5' (E.J Bti:f& 1M,2811'lP I ~_tFS 13.38 "' ,,·... oonc. ~ l~~V.ENTRV f"s '!"' . ,u,,. F.S, 13.34' (13.42) WALL TG 13.18 ~-12.6B INV. 11.00 /NV. 9.5 TOP 13.1 TG 13.18 /NV. 9.B2 1 n Fs 13 • .38 13-33• 25 -~-1-4-:I !-.I ),..L!I' P.L '~. LW~V> -:Z: 0'~ UP-.,/ I y ~ .....J .....J r-+-"\ (/) (/) (/) b WQf"·I FG~1·3,~J,li/B,IKwfil 1 f.Cli',,; ·~ TG 13.51 , INV.cd,0.&AR□ ~,I; :.1,~ OiJ' Ii I ,■~, FS 13.28 li/f EXISTING RESIDENCE TG 12.88 INV. 10.12 LOT26 FS 12.9B HP 40" WIDE FIRE ACCESS PATH CONC. FLATWORK A ~ m ., tI (E.) BLOCK SITE-TG 12 62 1 ., WALL TO REMAIN ' WISMOOTH INV. 10.38 STUCCO FINISH ~ ~ 11.J. ~--FS 12.72 HP o E~ F.F, 1€Q81 VJ am.\. u,_ 1 I'~· "·"L -r I --1-T - L T ...J2%, -1_ r .J. co c:o ~ c:o 0) -1.0 rC:.0 J. -, -I _ i_:-tO ('¥. "> "> COURTY ARu "> "> = L!"-T fl.s.-43.68' 1 -r ""I. "' "--S' '""-"'RT "--"' J .. LrL&....:.J. ~rcu. 1_ LL.~ SLAB L T -' --I_ r 7 L 0=0.4' ~ !FF 13.68! 1,659 SF LOWER FOOTPRINT F.F. 13.68' stone FG 13.19 HP ~ 13.03 ~ /NV. 12.50 EXISTING RESIDENCE TG 12.B5 LOT 28 INV. 12.32 ~ (N.) BLOCK WALL SHOWN DASHED ,11 I -PODOCARPIJS GRACILIOR HEDGE 24" BOX-MAINTAINE□AT6' HT. TG 12.35 s· (E./l;llbc1tril16.li. ~ TG 12.45 l'll./'t~,E/_.-1~1 INV. 11.92 (2~!~!D --. -,15~1:1p (2.J .. U "I (19.82) BLOC \ '-,j. ; \ FS 12.23 ' ' • NQ F: D=0.9' .!.r1;;,.-'I-;;,., L ' ·' 51I [f-1~~fl BLOC 5'-0" TALL ( E.) BLOCK WALL 3'-10" TALL ( E.) BLOCK WALL ~ ! T -' ··1,-, -' car,~(rr~~,,} 1., (13.41') EXISTING PROTECT IN PLACI I-a.. Z-' i5"' REARTERRACE ~Lil stone ~rm FF 13.35 ,. "+--._/6]9),. STAIRS .. , T ...J ·1 F.S. 13.35'".!....:::I (6.94) N6B"52'4,j."W 35.01' (13.25) EOC (13.26) EOC SEAWALL (7.25) DECK ~ ~' 16) DEC/£ \ I (9 06) STRS PL (6.f/!) f -.J-~~ oOOOOO 0: '°'" __.., , 00 00 ..-, --; ": ,.-NATURAL Gfc,i i>i1 oO ~ 1jl I t'< ": =+(5.69) "1 ~ ::: ,..., . . "' n ,..., ---' >' l'l"'}-"'9-e'. I o ..-· c.., u... EXISTING ;;;-;,, "" lo.2 --> ::,: <.!l ii > "'-Z PROTECT IN PLACE (5.2)1; +ii ::,: ci f2 ~ ~ I-NAT~ GROUND_.,. -.._ ~ ~ I ,,--Ol') 00 (0 .,., -Ol') ,..-j ,..-j,....: ---\ 5'-0' TALL ( E.) BLOCK WAlJ_ 3'-10' TALL ( E.) BLOCK WALL +(13.57) I-a.. 2 -.J i5 O> a.. 0 -.J "" -.J -Bi ii +(4.36) (9.10) DECK (3.19) + +(3.39) ,,.-SAND_,,, (9.09) DECK ,.-SAND_.,,, NEWPORT CHANNEL ~ -"' "' m ~ ~---::, ;-::. ;o N N (,) Nr,.:, l~~s~~ --l"Tl--l"Tlr c,ror=u SFN I I I I I I I I I I I I I I I I I I I I I I I I ~ LOT SFN__0,M. 28/25 :i-: 0 8' 16' - -- -SCALE: 111 = 8'-0" /18 SFN I I I I I I I I I I I I I I I I I I I I I I I I -~ -; ........... _J ...... ..... . I',) N N r,.) U)U,• Cli:,, ..::::! ...., ...... .9 ...... -I r -I 'Tl Ol'.·=onr " 35.00' -::. w ~ '\. ,v ..__<:i <')·,(l,~Yl-~'y c:, ~f tt~~~AY -~ ~I~ ----w '-d " ',; ·-~ P.L. (12.90') [sJ 30.00' TRACT NO. 907 F.S.13.34' F:S. 1"3":38' 1oonc. (13.17) BLOC II ~1 'l f'AQ (')n' V 'ln'\ ~!l. ~ 5" THICK CONG. FLATWORK F.S.13.34' F.$. :E..I 13.34' !o =, ~ " I PODOCARPUS GRACILIOR HEDGE . I 24"BOX-MAINTAINEDAT6'HT. (13.42) Wfil TOP CAST FINISH/ SAW CUT JOINTS + ~r COY, ENTRY F.S. 13.34' • 5' (E.) BLOCK WALL EXISTING RESIDENCE LOT26 P.L. F.S. 13.38' ~ ~ :::I·. ~ ·o Mc M "'.8 ,,, ~ M -ill. . i'l 5 C') I~ !I 'i+~ ~ ~ if ~'\. "' ' a, zZ ,__._o..,:i.;., -~I== i;: g "' (/) (/) I-' F.Sr13.34' F.S.13.68' , F.S. 13.Sfj ""'" F.S, 13.68' r.L7-I-I-L T ...J -1 -1_ r r .,_ COORTYAIID L .p -. . . L..: T .P.s.-,~.66' 1 -storo r J.. 7 _I -1-L L T ...J -40'' WIDE FIRE ACCESS PATH CONG. FLATWORK CS) U) 5 --e---t-t!1'4r= ~~ ~ Lu :::, a..01; J_ J -•-r L (E.) BLOCK SITE WALL TO REMAIN W/SMOOTH STUCCO FINISH 5' (E.J BLOCK WALL (20.06) WIND (20.04) WIND 19.821 BLOC -!=I) w ~ 1;_5~ ~ ., U) ~ tO 1,659 SF L\OWER FOOTPRINT F.F.13.68' stone _OT 27 ~ ,--t&.--13:t!'-I -.L 7 I ..§'-,--""' 5'-0" TALL ( E.) BLOCK WALL 3'-10' TALL ( E.) BLOCK WALL L R~,RRACE ~i1i T -' ~ ,---SAND_,,,, (13.41') 89) ,. -, EXIST/NG t-'1;'1,• :CT IN PLAC' · r NATU OCEAN SURGE TO 10.0' MSl (9.10) DECK (3.19) + ST,',/RS \ 0 "' C 1;l \ \ (6. {13 .. ""~-' '\J' I ="~---·· ,;, . "168"52'44"1)' 3~01' _ 15) EOG (7.2:;j DECK 9.091 DECK ,.---SAND __,., NEWPORT CHANNEL -~•--.::.: ~ (E.J BLOCK WALL COURTYARD EXISTING RESIDENCE LOT28 .... ~·t L 7 r L L....cc 6' (N.) BLOCK WALL SHOWN DASHED ~DOCARPUS GRACILIOR HEDGE I 24" BOX-MAINTAINED AT 6' HT. I ~I ~, .~'!> I~-~BLDG 5'-0" TALL ( E.J BLOCK WALL 3'-10' Tfil ( E,) BLOCK WALL +(13.57) -(13.45') +(4.36) +(3.39) SFN I I I I I I I I I I I I I I I I I I I I I I I I L 28/2: :i-: a 8' 16' - -- -SCALE, 1" -8'-0" STORM DRAIN SYSTEM MAINTENANCE REQUIREMENTS THIS PROPERTY IS SERVED BY A STORM DRAIN SYSTEM THAT REQUIRES PERIODIC INSPECTION AND MAINTENANCE TO PROTECT THE PROPERTY FROM FLOODING DAMAGE CAUSED BY RAIN WATER. THE FOLLOWING ARE REQUIRED AND ARE LISTED IN THE ORDER OF IMPORTANCE, ROOF DOWN DRAINS CONVEY RAIN WATER FROM THE ROOF OF THE BUILDING TO THE PIPES IN THE DRAINAGE SYSTEM. THE INLETS ON THE ROOF OF THE BUILDING MUST REMAIN CLEAR AT ALL TIMES TO PREVENT WATER PONDING ON THE ROOF. THE DOWN DRAINS ARE PROVIDED WITH OVERFLOW OUTLETS TO THE PAVED SURFACE AROUND THE HOUSE. THESE SHOULD NOT HAVE WATER EXITING FROM THEM UNLESS THE DOWNSTREAM PIPELINES UNDER THE PAVEMENT ARE CLOGGED. IF WATER IS EXITING FROM THEM, CHECK AND CLEAR THE MAIN DRAIN LINES. GARAGE TRENCH DRAIN TAKES WATER FROM INSIDE THE GARAGE TO THE OUTSIDE DRAINAGE SYSTEM. THIS DRAIN SHOULD FLOW FREELY AND NOT HOLD WATER AT ANY TIME. IF THE TRENCH DRAIN HAS STANDING WATER OR IF THE GARAGE HAS PONDED WATER. THE TRENCH DRAIN AND ITS OUTLETS TO THE SITE STORM DRAIN MUST BE CLEARED. SCUPPERS ARE OPENINGS IN THE SEA WALL THAT ARE THE LAST EMERGENCY OVERFLOW PATH THAT RAIN WATER v.1LL USE TO EXIT THE PROPERTY WITHOUT FLOODING THE BUILDING IF ALL OTHER DRAINAGE ELEMENTS ARE NOT OPERATING PROPERLY. THESE MUST BE MAINTAINED CLEAR AND OPEN AT ALL TIMES AND COVERED WITH GRATES TO PREVENT RODENT INTRUSION. IF WATER IS EXITING THROUGH THE SCUPPERS, THIS MEANS THE DRAINAGE SYSTEM IS FULL AND NOT WORKING AND MUST BE INVESTIGATED AND CLEARED. SUMP PUMP IS LOCATED IN A VAULT IN THE EAST BUILDING SIDE YARD AND IT PUMPS EXCESS WATER FROM THE DRAINAGE SYSTEM TO THE SlREET THROUGH A HOLE IN THE CURB ON THE WEST SIDE OF THE DRIVEWAY, THIS PUMP REQUIRES THE POWER TO REMAIN ON AT ALL TIMES AND MUST BE MAINTAINED SO THAT IT IS NOT CLOGGED v.1TH DEBRIS AND CAN EASILY REMOVE WATER FROM THE VAULT. IF IT COMES ON, WATER WILL BE SEEN EXITING THE CURB OPENING AND THIS INDICATES THAT THE WATER IN THE UNDERGROUND DRAINAGE PIPELINE SYSTEM AND/OR THE GROUND WATER TABLE IS HIGHER THAN THE PUMP'S SWITCH ON ELEVATION. THIS OPERATION IS ACCEPTABLE DURING TIMES OF HEAVY RAINFALL OR HIGH GROUND WATER DUE TO OCEAN SURGE, BUT DURING DRY WEATHER OR LIGHT RAINFALL, THE PUMP COMING ON INDICATES THAT THE INFILlRATION DRAIN IS NOT WORKING PROPERLY AND SHOULD BE CHECKED AND CLEARED. STORM DRAIN INLETS ARE LOCATED ALONG THE SIDE YARDS, IN THE PLANTER AREAS AND UNDER THE ELEVATED COURTYARD AND TERRACE DECORATIVE STONE SURFACES AND THEY ALSO CONNECT TO THE ROOF DOWN DRAINS AND GARAGE lRENCH DRAIN. THESE SHOULD REMAIN FREE OF DEBRIS AT ALL TIMES. IF THEY ARE BLOCKED, WATER CANNOT GET INTO THE INFILTRATION DRAINS AND v.1LL POND UNDER THE DECORATIVE PAVING SURFACES AND ULTIMATELY EXIT THROUGH THE SCUPPERS. PONDED WATER DR FLOW THROUGH THE SCUPPERS INDICATES THAT THESE DRAINS ARE CLOGGED AND MUST BE CLEARED. PIPES AND INFILTRATION DRAINS ARE LOCATED ALONG BOTH SIDES OF THE PROPERTY BELOW THE SURF ACE AND THESE ALLOW STORM WATER TD INFILTRATE INTO THE GROUND. WHEN WORKING PROPERLY AND IN TIMES OF NORMAL GROUND WATER, ALL STORM WATER SHOULD ENTER THESE DRAINS AND INFILTRATE INTO THE GROUND AND NO WATER DISCHARGE SHOULD BE SEEN AT THE SUMP PUMP OUTLET OR SCUPPERS. THESE SHOULD BE CHECKED AND CLEARED PERIODICALLY AND PROTECTED FROM INTRUSION OF TREE ROOTS. SEA WATER SURGE AND HIGH GROUND WATER CAN CAUSE WATER TO RISE IN THE GROUND UNDER THE BUILDING, FILL THE INFILTRATION DRAINS AND CAUSE THE SUMP PUMP TO COME ON. THIS SHOULD ONLY OCCUR IN EXTREME WEATHER CONDITIONS AND EVEN IN A 100-YEAR STORM, THE SEA WATER SHOULD NOT REACH THE ELEVATION OF THE BUILDING. AS WITH ALL COASTAL PROPERTIES, A SUBSTANTIAL RISE IN THE SEA ELEVATION THAT IS HIGHER THAN THE BUILDINGS COULD CAUSE FLOODING THAT NONE OF THE MEASURES LISTED ABOVE CAN AMELIORATE. THE CITY OF NEWPORT BEACH PROHIBITS DIRECT DISCHARGE OF STORM WATER TO THE OCEAN AS A PRO~SION OF IT'S MUNICIPAL PERMIT FOR THE DISCHARGE OF STORMWATER ISSUED BY THE SANTA REGIONAL WATER QUALITY CONTROL BOARD. RATHER, IT REQUIRES THAT ALL NEW CONSlRUCTION DRAIN TO THE CITY'S MUNICIPAL STORM DRAIN SYSTEM WHICH IS THE STREET GUTTERS AND PUBLIC DRAINAGE INLETS AND PIPES IN THE STREET THAT ULTIMATELY DO DISCHARGE TO THE OCEAN. THIS IS THE OPPOSITE OF THE CONDITIONS THAT EXISTED BEFORE THIS REMODEL: ALL EXISTING DRAINS DID PREVIOUSLY DISCHARGE TO THE OCEAN. THE CITY'S POLICY RESULTS IN THE SYSTEM ELEMENTS DESCRIBED ABOVE WHICH REQUIRE MORE MAINTENANCE THAN THE SYSTEM THAT PREVIOUSLY EXISTED. HOWEVER, WE HAVE RETAINED THE EMERGENCY OVERFLOW SCUPPERS, THAT ARE NOT CONSIDERED A DIRECT DISCHARGE CONNECTION, TD PROTECT THE BUILDING FROM FLOODING IF ALL THE OTHER SYSTEM ELEMENTS FAIL. ADDITIONAL NOTES 1. ALL ROOFS SHALL BE GUTTERED & DOWNSPOUTS SHALL CONNECT TO THE STORM DRAIN SYSTEM. 2. PAD ELEVATION IS BASED OM 18" MAT SLAB OVER 2" OF CLEAN SAND OVER 15 MM. OF VAPOR BARRIER OVER 2" OF CLEAN SAND OVER 4" THICK BASE OF 1/2" OR LARGER CLEAN AGGREGATE PER FOUNDATION PLAN PREPARED BY . CONTRACTOR TO VERIFY PAD W/STRUCTURAL ENGINEER AND SOILS ENGINEER PRIOR TO GRADING. 3. WHEN AN INTERIOR OR EXTERIOR UTILITY TRENCH IS PROPOSED PARALLEL TO A BLDG FOOTING, THE BOTTOM OF THE lRENCH SHOULD NOT BE LOCATED BELOW A 1: 1 PLANE PROJECTED DOWNWARD FROM THE OUTSIDE BOTTOM EDGE OF THE ADJACENT FOOTING. WHERE THIS CONDITION EXISTS, THE ADJACENT FOOTING SHOULD BE DEEPENED SUCH THAT THE BOTTOM OF THE UTILITY TRENCH IS LOCATED ABOVE THE 1: 1 PROJECTION. 4. FOR FOOTING AND FOUNDATION DESIGN SEE STRUCTURAL PLANS. 5. ALL RECOMMENDATIONS IN THE PROJECT SOILS REPORT PREPARED BY ARE CONSIDERED A PART OF THESE PLANS. 6. ALL DRAIN LINES SHALL HA VE A MIN. POSITIVE SLOPE OF 2% TOWARD OUTLET OTHERWISE NOTED HEREON. NOTICE TO CONTRACTOR REQUIRED CERTIFICATIONS / APPROVALS IN ADDITION TD ANY CERTIFICATIONS REQUIRED BY THE AGENCIES HAVING JURISDICTION OVER THIS PROJECT, THE FOLLDW1NG APPROVALS FROM THE CIVIL ENGINEER OF RECORD ARE REQUIRED: 1. FOUNDA TIDN FORMS FDR IMPROVEMENTS ON OR ABUTTING PROPERTY LINES IS REQUIRED PRIOR TO CONCRETE POUR. 2. LOCATION, SIZE, AND DEPTH OF ALL DRAINS LINES PRIOR TO BACKFILL. LEGEND • ROOF DRAIN □ 12 X 12 DRAIN INLET -6" HOPE STORM DRAIN ALL SLOPE 2% MIN -fl,!,+ 3° FORCE MAIL @ SUMP PUMP ""' EMERGENCY OVERFLOW SCUPPER, 6" X 12" OPEN IN SEA WALL WITH GRATE -6" INFILTRATION DRAIN 3" SLOT DRAIN ---DEEP FOOTING w SECTION LETTER SHEET NUMBER 0 0 -I!! 5 ;; {/) rn a., C >---' <O w CON "' w"' < a. Z< ill 50 "' a. -w z -z :::5 .. 5 N °' a. "'-. \.. -,"'"~ ..l.. J'~\~ a o . .,. NO. 44160 ~ ,~ r::,~'I!-. .0/: _CA.le_ \_'i_ .-ROY L. ROBERSON R.C.E. 44160 * DAlE, ______ _ PREPARED FOR, 729 ~A UDO SOUD NEWPORT BEACH, CA 92663 DAlE, XX/XX/21 SURVEY DA lE, 06/23/21 ORN., CH□., APPD., H. SCALE N/A V. SCALE N/A DWG. NO C-2 ~ < Cl §! a. < ~ < Cl >-(D JOB NO. I SHEET I OF 21-114 2 7 PA2022-001 CDHGFE123654R E V I S I O N S LIDO HOUSE SECTIONS AND DETAILS LOT 27 729 VIA LIDO SOUD, NEWPORT BEACH, CA 92663 LAND STRATEGIES, LLCAB CDHGFEAB--~ --I SLOT DRAIN CONTINUOUS ::l ~~ ~ ~ ,,., /_ BASIN WIGRATE OR REMOVA8LE STONE (o ,">~ w 6" X 12" SCUPPER WITH GRATE ; / 0· COVER .--3% ~\,/~ L_ ~''b ....,. 100 YR WS 10.D y ~ 7' + '-,'/'A'vAy;--.:;_y;\_y;;y~y}>://"~~~ ?!)'-"-'/;-,.Y ?'-V '" -7;,--~, ~--:::: 0.. DRAIN A SECTION C-2 NOTE: 1. THIS DETAIL IS FOR REFERENCE ONLY TO ILLUSTRATE DIMENSIONS. NOT TO SCALE ~ ~ Y,~ ~ &<. y',.. '-''-h-,-~~ 1/, /<-«!«!~ .,,,"/, ,,~).;_ m I ,~ (1/ t"~Y ~ ~ 'k---....1. §5~G¾~bi ~VoWlEt~~TS "' ;, I, A [I] . HARDSCAPE A MIN. SLAB THICKNESS 4" B MIN. AGG. BASE THICKNESS 0 C MIN. REINFORCEMENT (O.C. / E.W.) 12" E.W. D MAX. SAWCUT OR COLD JT. SPACING 4' E* THICKENED EDGE DEPTH a" F* THICKENED EDGE WIDTH 6" • REQUIRED WHERE ADJACENT TO LANDSCAPE AREAS. / 1 J TYP~A~l~!~PE SECTION NOT TO SCALE PIPES IN BUILDING PER _/I P--ARCHllECTlJRAL PLANS DOWNSPOUT --+I OVERFLOW v LIT ~ 6" FIN. GROUND ~ MIN J '<.(-::--..._'-f.,'-..''/;::;:.1/,7' A '1/j"-.>V~ .,-..,.; -7/Y//{_ 1/.....'-<o> V---PER BUILDING PLAN 4" PVC SCH. 40 OR SOR JS DRAIN PIPE ti PVC 90' ELL ----.._ ~ ?.' ::v-',-,---0,W /9 ¢=t%~ PVC 90' ELL DETAIL DOWNSPOUT CONNECTION TO S.D. NOT TO SCALE I II'. I H. I OPEN OR REMOVABLE COVER = y>;:'1/>7«.Ya-✓{~7<_~7~~~~ fi;::'7-'-"-'?».Y✓--'-v . '-'' ·'-'-'-·''-I':-/, I, /1,'<(.-::--..._Y."i:::::-)'A 'i-'.< CONCRETE CHANNEL '" -7/,~ >'~ '-.7')-.; 1/7, //7-✓..:;:: v' 1/, SLAB ');"!---</._~'-...y' ' /, "/ B SECTION C-2 NOT TO SCALE MAIN DIA. I RISER DIA. J" J" > J" 4" MIN. TOP OF GRATE GRATE TYPE PER PLAN -,_ ELEV. PER PLAN -..... / I \ --... -....[ .... '-2'7 /,<._<( ~~ ~'>Y~, ~ -.//'-.//-ADAPTOR(S) AS REQUIRED r'--.......... PVC RISER PVC DRAIN LINE (SIZE PER PLAN) "--, r;-:;:J','x 'i PVC 90' T b / Al /,._/4'., -.L_-.._' , 71 (T.,;::;:"=')7''A.'~")'.k-.~1_-Y,')";::-.'Y,"'7j,""""/,"':Y/,;-;/"'1,;(7 (5 I~ 4' HARD PIPE W /NO PERFORATIONS <lR GRAVEL INFILTRATION AT DRAIN CONNECTIONS DETAIL 4 TYPICAL DRAIN INLET NOT TO SCALE 6" MIN. DIST. TO FINISH :!"'-GRADE PER C.B.C. ---1' / FINISH FLOOR (PER PLAN) I' / EXTRA HEIGHT OF FOOTING '/~-..:::::-i:::::-~--;:v· AS DIMENSION ON PLAN ,, ).< " 1, / · Y'./~;i)>Y;,'~; :1~ MIN. £MBEDMENT INTO A /, '-A,,;?;:: 1//< COMPETENT MATERIAL PER / ,'!(: ✓.,_;; SOILS REPORT "-'>);, //¾(~ ,'-<!;,-.....;. ,,-.....;_ /. DETAIL J 2 DEEPENDED FOOTING NOT TO SCALE I II'. I r 0.5' + NOTE: n n ) \'-Q -, K I 4" X 12" OPENING WITH GRATE /STONE I I I FLUSH & LEVEL A I'. 5( • • X ',._ X ',.. °"'>$1,">;l;"i:::-,f>-'-1'>,'-f >-"l'~Y-h'Y»:Y~~~~~ ?!I" 'v)).Y/'-v "-= -7~, ~--:::: ~ Y,' ~ ~ ~ "'":-.~~ 1/, /<-« «!~ .. , --..... "/' B-.............DRAIN 2% SLAB C SECTION C-2 NOT TO SCALE CONTRACTOR SHALL FOLLOW MANUFACTlJRER'S INSTALLATION INSTRUCTIONS. 1/B" RECESS / GRATE SIZE AND TYPE PER ARCHllECTlJRAL PLAN / CONC. PAV'T. q l 4• l (TYP.) 'Is-' ' '<r I :z 1 lr-'fXP. JT: " · -,(TYP.) <J I I LI q <l q <l , ... -' q "--NOS GALVANIZED STEEL FRAME OR -q ~ I l L APPROVED EQUAL TRAFFIC RA JED ' CHANNEL Sil£ AND TYPE PER PLAN SLOPE 2% MIN. ' < ~ .L-,,~~-~1/,~' 4 "'"""",-7-~--" -------,-<//,:,_, ?.,;/.SI,• -a.II:$ ....,,,,!!!l •',./ //,! ""Iii: • ( 2' -...::,,.. LA,a ~ ~ ::-<,.t-:, ' CHANNEL FOOT "' ~ ;I}~ . • . . ;::s ~ //,'-(/. ' ' )(-::'.-( /, :%~ 7_/, vi"/,<._'-( ~ .._; ,:~~-;:: ~I~/)~~~~~~ 1/2" OR 5/8" R£BAR I, ' 4" MIN. DETAIL /7 6: -TYPICAL CHANNEL DRAIN NOT TO SCALE CONCRETE OR FINISHED GRADE --'C'" ---'t-, / /: ~~~ /'. sf 4" ~ PER FORA TEQ PIP~ __...--IN FIL lER FABRIC SOCK ~ "' O[ FIL lER FABRIC 10" LAP @ TOP "BURITTO WRAP" 1/ ts;[ J:J. r\0/ -r7-An/, :11z2s;,· -~ DETAIL , 8 INFILTRATION DRAIN TRENCH -I ~ ;;!' I' • "' -" I I CONSTRUCTION NOTES (j)-CONSTRUCT CONCRETE HARDSCAPE. SEE DETAIL ON SHEET C-3. @-CONSTRUCT PERVIOUS PAVER DRIVEWAY PER ARCHITECTURAL PLAN. @-INSTALL 4"' DIA SCHEDULE 40 PVC PIPE DRAIN SYSTEM. (ASTM D1785) @-INSTALL 6" DECK DRAIN NDS TYPE 40 W/ RISER & ADAPTOR OR EQUAL. SEE DETAIL ON SHEET C-3. @-INSTALL 6" ATRIUM DRAIN NDS TYPE 90 W/ RISER & ADAPTOR OR EQUAL. SEE DETAIL ON SHEET C-3. @-INSTALL 8" CHANNEL DRAIN. TRAFFIC RATED. NDS SERIES. TYPE 833 W/ TRAFFIC RATED GRATE OR EQUAL. SEE DETAIL ON SHEET C-3. (Z}-INSTALL 3" MICRO CHANNEL DRAIN, NDS PRO SERIES, TYPE 764 OR EQUAL. SEE DETAIL ON SHEET C-3. @-CONSTRUCT INFILTRAllON TRENCH, L=18.5'X2'X1' PER CITY OF NEWPORT BEACH STD. SEE DETAIL ON SHEET C-3. @-CONNECT DOWNSPOUT TO STORM DRAIN SYSTEM PER DETAIL ON SHEET C-3. @-INSTALL TRENCH DRAIN FILTER. FLOGARD TRENCH DRAIN FILTER MODEL FG-TDOF3. SEE DETAIL ON SHEET C-3. @-INSTALL 12" SQUARE CONC. BOX. BROOKS PRODUCT NB-1212 OR EQUAL. @-CONSTRUCT DEEPEN FOOTING PER DETAIL ON SHEET C-3 . @-EXIST SEWER CLEAN OUT. UPGRADE PER CITY OF NEWPORT BEACH STD. 406-L IF SUBSTANDARD. 9--INSTALL SUM PUMP, DUPLEX SYSTEM PUMP W/ BACKUP POWER SOURCE TO BE DESIGNED FOR Q=145 GPM. @-INSTALL FORCE MAIN, SIZE PER MANUFACTURES RECOMMENDATIONS. DISPOSITION NOTES (l)-EXIST. WATER METER TO REMAIN, PROTECT IN PLACE. ~EXIST. SEWER LATERAL TO REMAIN, PROTECT IN PLACE. ~PROPOSED MAIL BOX PER ARCHITECTURAL PLAN. SECTION NOTES 1. 1 ACTUAL LIMITS OF EXCAVATION TO BE DETERMINED IN THE FIELD BY THE SOILS ENGINEER. 2. 2RETAINING WALLS ARE SHOWN FOR REFERENCE ONLY AND ARE TO BE CONSTRUCTED PER SEPARATE PLANS AND PERMIT. 3. 3FOR FOOTING AND FOUNDATION PLANS, SEE STRUCTURAL DRAWINGS. 4. RETAINING WALL BACKFILL SHALL CONFORM TO THE SOILS REPORT AND THE STRUCTURAL DRAWINGS. I 0 0 -I!! 5 ;; {/) rn a., C >-..., <O w CON "' w"' < "-z < ill 50 "' "--w z -z :::5 v5 N °' "-"'-or£SS I 01'{1'1{ "-~ RO <.'",t,, r..,"-> '-• 8,t o,, . ;,_,'<' ..l.. ..PJ' ~ 1-..: a o"" !:? 1l:: $--;:, § NO. 44160 *\. /* t1~\-,,, ~-~< .0/: _CA.le_ \_'i_Gf-ROY L. ROBERSON R.C.E. 44160 DATE: ______ _ PREPARED FOR: 729 ~A UDO SOUD NEWPORT BEACH, CA 92663 DATE: XX/XX/21 SURVEY DA TE: 06/23/21 ORN.: CHD.: APPD.: H. SCALE N/A V. SCALE N/A DWG. NO ~ < Cl §! a. < ~ < Cl >-"' C-3 JOB NO. I SHEET I OF 21-114 3 7 PA2022-001 “”CDHGFE123654R E V I S I O N S LIDO HOUSE EROSION CONTROL PLAN LOT 27 729 VIA LIDO SOUD, NEWPORT BEACH, CA 92663 LAND STRATEGIES, LLCAB CDHGFEABLOT25 R.S.B. 60.89' (13.311 +""'---~ f-3~ m ~ 'j;; ;!" a; 'j;; ~!" ~ ~~ 2i ;TI "1 ,, VIA LIDO S~UD ~ER --~ 1'-(13.371-. -35.00' ,..._ I LW _ -;-'a\Vl ............... ....,. :....,. NW "-)r,.:, N :.... ~ ~O) "::t ~--~ (') d~;TI~ "' 00 ~'{(,.rJ.-~QI .. ~ ---Osco it a -BASIS OF BEARINGS N70'14'26'W A4.30' 35.00' \_(13.421-SE-6 P.L. C --)ORIVEWAY TC-1 1basa1Ijjavers 317.33' ® ~ ~ ii BER (13.50) -1 -a w . i:., ~ -~ -"I~ Iii! LW !!; I V) m s: I -::;.:-::;:,::;:-::;::-::;;: ~ t'-)N!'-l !',) ..... -..:....,.co-.i .S~.s~~ --I "Tl r--I "Tl ~ nr-=oor-"1 (12.90') [;J BER 20.70' RAD 30.00' - I SSMH (13.51) RIM, {1143)7..-l0" (2.41) IN 10"(2.11)0UT "1 "' "' N No W "->No -;· -::, ;-::, !Jl al :...... ~ :...... :...... ~c.>-N5 -I "T1 -I "Tl ,-o .-or-=o 30.00' SFN ~ I I I I I I I I I I I I I I I I I I I I I TRACT NO. 907 (13.16) WALL (13.15) EOC F.S. 13.34' con~. I I I I I I 255/18 I I SFN~ (13.17) BLOC 5'ht. Gatol F.S.1', []J[il~ F,S.13.34' . s• THICK CONC. FLATWORK S'-41.!. TOP CAST FINISH/ SAW CUT JOINTS _._ I I_..,. 5'(E-IBLOCKWALL P.L ~ N. ~ ~g ~ "'":8 ITT U, ,;..; I LL 1, I "' EXISTING WALL BARRIER . "' ~., 2 CAR (20' X 20') GARAGE F.S. 13.38' • F.S. t:i:: 13.34' :51 ~ "'"' ' COV. ENTRY F.S. 13.34' ' F.Sr 13.34' F.S. 13.68' F.S. 13.Be' cone. F.S.13.68' I "' z "., w-" "' u: ENTRY r .L 7 -1-1--~ 0 F.F. 1,.68' ....._.f-L T ..I -i-1-r I;; EXISTING ~ RESIDENCE .. w .. LOT26 . "! $E-10~ w-·-·11 40"WIDE FIRE ACCESS PATH j ., CONG. FLATWORK (E.) BLOCK SITE. WALL TO REMAIN WI SMOOTH STUCCO FINISH 5' (E.) BLOCK WALL (20.06) WIND (20.041 WIND ~I 19.821 BLDC '-5'-0" TALL ( E.) BLOCK WALL 3'-10" TALL ( E,1 BLOCK WALL ~ ~ ~ ! -S\IWF. ''""' 0 w 0~ ,.s. ~ 7 ·• I L REAR TERRACE · ifune r .L COOR~ARD L T r .L L T .L 1,659SF LOWER FOOTPRINT F.F. 13.68' stone LOT 27 fl.S.-t:j.68' 1-stone 7 -•-1---' -,-1_ B.' , .... -.L 7 .I~ L r L r L !;,~ f I r -' ~n~,~g, ♦ --' b--ffl -1 I 1-L 'l,'t;.I~ ~fl -w ~ ~ PODOCARPUS GRACILIOR HEDGE 24' BOX-MAINTAINED ATG' HT. 13.421 WALL 6' (E.1 BLOCK WALL EXISTINGco~'flt"~ARRIER EXISTING RESIDENCE LOT28 6' (N.I BLOCK WALL SHOWN DASHED --+I ~PODOCARPUS GRACILIOR HEDGE 24" BOX-MAINTAINED AT 6' HT. (19.37) BLDC ' (13.41') T _J -1 I r J. 5'-0" TALL ( E.1 BLOCK WALL 3'-10" TALL ( E.I BLOCK WALL +(13.57) ,,....-SAND_./ [x _ ~ F.s. 13.35'.,--l x 1. r .L X .J; --· II I I ii '!(6.94) e.c. I n EXISTING PROTECT IN PLACE (9.06) DECK ,-NATURAL GROUND J EXISTING--------► PROTECT IN PLACE {5.21) + :IA,11 \ "' ~ C, IT'I (13.26) EOC (7.25) DECK SE-6 (9.061 STRS +(5.69) 35,01' ' J w.w-J SEAWALL 13.45'1 ~ \. ,---NATURAL GROUND--' +(4.36) (9.10) DECK (3.191 + (9.09) DECK ,,....-SAND_./ NEWPORT CHANNEL +(3.39) I I I I I I I I I I I I I I I I I I SFN~-w ., • F I 84.48' LOT29 28/25-36 0 8' 16' - -- -SCALE: 1" -8' -0" YEAR-ROUND BMP REQUIREMENTS 1. WHERE APPROPRIATE, SEDIMENT CONTROL BMPs SHALL BE IMPLEMENTED AT THE SITE PERIMETER, AT ALL OPERATIONAL STORM DRAIN INLETS, AND AT ALL NON-ACTIVE SLOPES, TO PROVIDE SUFFICIENT PROTECTION FROM STORMS. 2. WIND EROSION BMPs (DUST CONTROL) SHALL BE IMPLEMENTED AND MAINTAINED. 3. 4. BMPs TO CONTROL OFF-SITE SEDIMENT TRACKING SHALL BE IMPLEMENTED AND MAINTAINED. APPROPRIATE WASTE MANAGEMENT AND MATERIALS POLLUTION CONTROL BMPs SHALL BE IMPLEMENTED TO PREVENT THE CONTAMINATION OF STORM WATER BY WASTES AND CONSTRUCTION MATERIALS. 5. APPROPRIATE NON-STORM WATER BMPS SHALL BE IMPLEMENTED TO PREVENT THE CONTAMINATION OF STORM WATER FROM CONSTRUCTION ACTIVITIES. 6. ADEQUATE PHYSICAL OR VEGETATION EROSION CONTROL BMPs (TEMPORARY OR PERMANENT) SHALL BE INSTALLED AND ESTABLISHED AS SOON AS PRACTICAL FOR ALL COMPLETED SLOPES OR SLOPES IN NON-ACTIVE AREAS. THESE BMPs MUST BE MAINTAINED THROUGHOUT THE YEAR. IF A SELECTED BMP FAILS, IT MUST BE REPAIRED AND IMPROVED, OR REPLACED WITH AN ACCEPTABLE ALTERNATE AS SOON AS IT IS SAFE TO DO SO. THE FAILURE OF A BMP MAY INDICATE THAT THE BMP, AS INSTALLED, WAS NOT ADEQUATE FOR THE CIRCUMSTANCES IN WHICH IT WAS USED. REPAIRS OR REPLACEMENTS MUST RESULT IN A MORE ROBUST BMP, OR ADDITIONAL BMPs SHOULD BE INSTALLED TO PROv1DE ADEQUATE PROTECTION. 7. A DISTIJRBED AREA THAT IS NOT COMPLETED, BUT THAT IS NOT BEING ACTIVELY GRADED (NON-ACTIVE AREA), SHALL BE FULLY PROTECTED FROM EROSION WITH TEMPORARY OR PERMANENT BMPs (EROSION AND SEDIMENT CONTROL). THE ABILITY TO DEPLOY STANDBY BMP MATERIALS IS NOT SUFFICIENT FOR THESE AREAS, EROSION AND SEDIMENT CONTROL BMPs MUST ACTUALLY BE DEPLOYED. THIS INCLUDES ALL BUILDING PADS, UNFINISHED ROADS, AND SLOPES. 8. SUFFICIENT MATERIALS NEEDED TO INSTALL STANDBY EROSION AND SEDIMENT CONTROL BMPs NECESSARY TO COMPLETELY PROTECT THE EXPOSED PORTIONS OF THE SITE FROM EROSION AND TO PREVENT SEDIMENT DISCHARGES SHALL BE STORED ON-SITE. AREAS THAT HAVE ALREADY BEEN PROTECTED FROM EROSION USING PERMANENT PHYSICAL STABILIZATION OR ESTABLISHED VEGETATION STABILIZATION BMPs ARE NOT CONSIDERED TO BE "EXPOSED" FOR PURPOSES OF THIS REQUIREMENT. 9. THERE SHALL BE A WEATHER TRIGGERED ACTION PLAN AND THE ABILITY TO DEPLOY STANDBY SEDIMENT CONTROL BMPs AS NEEDED TO COMPLETELY PROTECT THE EXPOSED PORTIONS OF THE SITE WITHIN 48 HOURS OF A PREDICTED STORM EVENT PREDICTED STORM IS DEFINED AS A FORECASTED, 50% CHANCE OF RAIN). 10. THE AMOUNT OF EXPOSED SOIL ALLOWED AT ONE TIME SHALL NOT EXCEED THAT WHICH CAN BE ADEQUATELY PROTECTED BY DEPLOYING STANDBY EROSION CONTROL AND SEDIMENT CONTROL BMPs PRIOR TO A PREDICTED RAINSTORM. NOTE THE LOCATION AND TYPE OF EROSION AND SEDIMENT CONTROL MEASURES TO BE USED WILL CHANGE DURING THE COURSE OF CONSTRUCTION. THE CONTRACTOR SHALL INPLEMENT THE CONTROLS NECESSARY TO PREVENT NON-STORMWATER, SEDIMENT, AND CONTAMINATED RUNOFF DISCHARGES FROM THE SITE AT ALL TIMES. EROSION CONTROL BMPs EC-1 I SCHEDULING LEGEND (xx-x) BMP DESIGNATION IN CALIFORNIA STORMWATER BMP HANDBOOK -CONSTRUCTION, LATEST EDITION, BY THE CALIFORNIA STORMWATER QUALITY ASSOCIATION. o6<>66<5d FIBER ROLL (SE-5) SCHEDULE PREPARED BY CONTRACTOR SHALL BE ON-SITE DURING CONSTRUCTION. TEMPORARY SEDIMENT CONTROL SE-6 I GRAVEL BAGS SE-/ I STREET SWEEPING AND VACUUMING SE-10 I STORM ORAIN INLET PROTECTIOll WIND EROSION CONTROL WE-1 I WIND EROSION CONTROL TRACKING CONTROL TC-1 I STABILIZED CONSTRUCTION EXIT PLACE AS SHOWN ON PLAN. STREET SHALL BE SWEPT AND SEDIMENT COLLECTED AND PROPERLY DISPOSED OF, ON OR OFF-SITE, ON A DAILY BASIS ONCE INLET RISERS ARE CONSTRUCTED, SURROUND RISERS WITH GRAVEL BAGS OR CAP THE RISER TO REDUCE SEDIMENT INTRODUCTION TO THE AREA DRAIN SYSTEM. WATER OR COVER MATERIAL SHALL BE USED TO ALLEVIATE DUST NUISANCE FROM ANY DISTURBED AREAS DURING CONSTRUCTION. PROVIDE RUMBLE PLATES AT CONSTRUCTION SITE ENTRANCE IF VEHICLES WILL BE MOVING ON/OFF SITE. WASTE MANAGEMENT AND MATERIALS POLLUTION CONTROL WM-1 I MATERIAL DELIVERY AND STORAGE WM-2 I MATERIAL USE WM-4 I SPILL PREVENTION AND CONTROL WM-5 I SOLID WASTE MANAGEMENT WM-8 I CONCRETE WASTE MANAGEMENT WM-9 I SANITARY /SEPTIC WASTE MANAGEMENT IF MATERIALS ARE STORED ON SITE, THEY SHALL BE STORED IN ORIGINAL MARKED CONTAINERS AND COVERED FROM RAIN AND WIND. MATERIALS FOR CONSTRUCTION SHALL BE USED IN ACCORDANCE WITH PRODUCT DIRECTIONS. AMPLE CLEAN-UP SUPPLIES FOR STORED MATERIALS SHALL BE KEPT ON-SITE EMPLOYEES SHALL BE EDUCATED ON THE CLASSIFICATIONS OF SPILLS AND APPROPRIATE RESPONSES. SOLID WASTE FROM CONSTRUCTION ACTIVITIES SHALL BE STORED IN APPROPRIATE CONTAINERS. FULL CONTAINERS SHALL BE DISPOSED OF PROPERLY. AN ON-SITE CONCRETE WASHOUT AREA SHALL, BE CONSTRUCTED, USED, AND DISPOSED OF IN A MANNER WHICH MEETS THE REQUIREMENTS OF THE CITY. ON-SITE FACILITIES SHALL BE PROVIDED AND MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE PROJECT. NON-STORMWATER MANAGEMENT NS-I WATER CONSERVATION PRACTICES NS-3 PAVING AND GRINDING OPERATIONS NS-6 ILLICIT CONNECTION / DISCHARGE --NS-7 I POTABLE WATER / IRRIGATION NS-8 VEHICLE AND EQUIPMENT CLEANING NS-10 VEHICLE AND EQUIPMENT FUELll1G NS-10 VEHICLE AND EQUIPMENT MAINTENANCE NS-12 CONCRETE CURING NS-13 CONCRETE FINISHING MAINTAIN EQUIPMENT TO PREVENT UNINTENDED NON-STORMWATER DISCHARGES. APPLY PERIMETER CONTROLS AND VACUUMING TO PREVENT NON-STORMWATER DISCHARGES. CONTRACTOR SHALL REPORT ILLICIT CONNECTIONS OR ILLEGALLY DUMPED MATERIALS ON SITE TO THE ENGINEER AND THE CITY INSPECTOR AND SHALL TAKE NO FURTHER ACTION UNTIL DIRECTED. EXERCISE CARE DURING CONSTRUCTION TO PREVENT UNINTENDED NON-STORMWATER DISCHARGES. ALL VEHICLES AND EQUIPMENT WILL BE CLEANED OFF-SITE. ALL VEHICLES AND EQUIPMENT WILL BE FUELED OFF-SITE. ALL VEHICLES AND EQUIPMENT WILL BE MAINTAINED OFF-SITE. APPLIES TO ALL CONCRETE CONSTRUCTION. APPLIES TO ALL CONCRETE CONSTRUCTION. THIS SHEET FOR EROSION CONTROL ONLY 0 C, -I!! 5 ;; (/) rn a., C >-~<O w CON "' w"' < a. z < ill 50 "' a. -w z -z :::5 ... 5 N °' a. "'-. '-. -,i'>-~ ..l.. J'~\~ a o . .,_ NO. 44160 ~ ,~ r::,~'/;--.or: _CA.le_ \_'i _ _-ROY L. ROBERSON R.C.E. 44160 * DATE: ______ _ PREPARED FOR: 729 ~A UDO SOUD NEWPORT BEACH, CA 92663 DATE: XX/XX/21 SURVEY DA TE: 06/23/21 ORN.: CHD.: APPD.: H. SCALE N/A V. SCALE N/A DWG. NO ~ < Cl §! a. < ~ < Cl >-"' C-4 JOB NO. I SHEET I OF 21-114 4 7 PA2022-001 Priority Project Water Quality Management Plan (WQMP) 729 Via Lido Soud, Newport Beach, CA John & Laura Armour Section VII North OC Priority WQMP Template August 17 2011 Page 38 Section VII 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 (http://www.ocwatersheds.com) Check If Applicable Business Material (http://www.ocwatersheds.com) Check If 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 Water Use Proper Maintenance Practices for Your 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 ~ LJ LJ LJ LJ LJ □ □ □ ~ □ □ □ □ □ □ □ □ LJ LJ LJ LJ □ □ LJ LJ ~ LJ □ □ LJ LJ □ □ LJ LJ PA2022-001 ATTACHMENT A EDUCATIONAL MATERIALS PA2022-001 For More Information Aliso Viejo (949) 425-2535 Anaheim Public Works Operations (714) 765-6860 Brea Engineering (714) 990-7666 Buena Park Public Works (714) 562-3655 Costa Mesa Public Services (714) 754-5323 Cypress Public Works (714) 229-6740 Dana Point Public Works (949) 248-3584 Fountain Valley Public Works (714) 593-4441 Fullerton Engineering Dept (714) 738-6853 Garden Grove Public Works (714) 741-5956 Huntington Beach Public Works (714) 536-5431 Irvine Public Works (949) 724-6315 La Habra Public Services (562) 905-9792 La Palma Public Works (714) 690-3310 Laguna Beach Water Quality (949) 497-0378 Laguna Hills Public Services (949) 707-2650 Laguna Niguel Public Works (949) 362-4337 Laguna Woods Public Works (949) 639-0500 Lake Forest Public Works (949) 461-3480 Los Alamitos Community Dev (562) 431-3538 Mission Viejo Public Works (949) 470-3056 Newport Beach, Code & Water Quality Enforcement (949) 644-3215 Orange Public Works (714) 532-6480 Placentia Public Works (714) 993-8245 Rancho Santa Margarita (949) 635-1800 San Clemente Environmental Programs (949) 361-6143 San Juan Capistrano Engineering (949) 234-4413 Santa Ana Public Works (714) 647-3380 Seal Beach Engineering (562) 431-2527 x317 Stanton Public Works (714) 379-9222 x204 Tustin Public Works/Engineering (714) 573-3150 Villa Park Engineering (714) 998-1500 Westminster Public Works/Engineering (714) 898-3311 x446 Yorba Linda Engineering (714) 961-7138 Orange County Stormwater Program (877) 897-7455 Orange County 24-Hour Water Pollution Problem Reporting Hotline 1-877-89-SPILL (1-877-897-7455) On-line Water Pollution Problem Reporting Form w w w o c w a t e r s h e d s c o m The Ocean Begins at Your Front Door California Environmental Protection Agency www calepa ca gov • Air Resources Board www arb ca gov • Department of Pesticide Regulation www cdpr ca gov • Department of Toxic Substances Control www dtsc ca gov • Integrated Waste Management Board www ciwmb ca gov • Office of Environmental Health Hazard Assessment www oehha ca gov • State Water Resources Control Board www waterboards ca gov Earth 911 - Community-Specific Environmental Information 1-800-cleanup or visit www 1800cleanup org Health Care Agency’s Ocean and Bay Water Closure and Posting Hotline (714) 433-6400 or visit www ocbeachinfo com Integrated Waste Management Dept. of Orange County (714) 834-6752 or visit www oclandfills com for information on household hazardous waste collection centers, recycling centers and solid waste collection O.C. Agriculture Commissioner (714) 447-7100 or visit www ocagcomm com Stormwater Best Management Practice Handbook Visit www cabmphandbooks com UC Master Gardener Hotline (714) 708-1646 or visit www uccemg com Did You Know? Most people believe that the largest source of water pollution in urban areas comes from specific sources such as factories and sewage treatment plants In fact, the largest source of water pollution comes from city streets, neighborhoods, construction sites and parking lots This type of pollution is sometimes called “non-point source” pollution There are two types of non-point source pollution: stormwater and urban runoff pollution Stormwater runoff results from rainfall When rainstorms cause large volumes of water to rinse the urban landscape, picking up pollutants along the way Urban runoff can happen any time of the year when excessive water use from irrigation, vehicle washing and other sources carries trash, lawn clippings and other urban pollutants into storm drains Where Does It Go? Anything we use outside homes, vehicles and businesses – like motor oil, paint, pesticides, fertilizers and cleaners – can be blown or washed into storm drains A little water from a garden hose or rain can also send materials into storm drains Storm drains are separate from our sanitary sewer systems; unlike water in sanitary sewers (from sinks or toilets), water in storm drains is not treated before entering our waterways Printed on Recycled Paper The Orange County Stormwater Program has created and moderates an electronic mailing list to facilitate communications, take questions and exchange ideas among its users about issues and topics related to stormwater and urban runoff and the implementation of program elements To join the list, please send an email to ocstormwaterinfo-join@list ocwatersheds com Orange County Stormwater Program Even if you live miles from the Pacific Ocean, you may be unknowingly polluting it.Sources of Non-Point Source Pollution Automotive leaks and spills Improper disposal of used oil and other engine fluids Metals found in vehicle exhaust, weathered paint, rust, metal plating and tires Pesticides and fertilizers from lawns, gardens and farms Improper disposal of cleaners, paint and paint removers Soil erosion and dust debris from landscape and construction activities Litter, lawn clippings, animal waste, and other organic matter Oil stains on parking lots and paved surfaces The Effect on the OceanNon-point source pollution can have a serious impact on water quality in Orange County Pollutants from the storm drain system can harm marine life as well as coastal and wetland habitats They can also degrade recreation areas such as beaches, harbors and bays Stormwater quality management programs have been developed throughout Orange County to educate and encourage the public to protect water quality, monitor runoff in the storm drain system, investigate illegal dumping and maintain storm drains Support from Orange County residents and businesses is needed to improve water quality and reduce urban runoff pollution Proper use and disposal of materials will help stop pollution before it reaches the storm drain and the ocean Dumping one quart of motor oil into a storm drain can contaminate 250,000 gallons of water. ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ PA2022-001 Follow these simple steps to help reduce water pollution: Household Activities Do not rinse spills with water Use dry cleanup methods such as applying cat litter or another absorbent material, sweep and dispose of in the trash Take items such as used or excess batteries, oven cleaners, automotive fluids, painting products and cathode ray tubes, like TVs and computer monitors, to a Household Hazardous Waste Collection Center (HHWCC) For a HHWCC near you call (714) 834-6752 or visit www oclandfills com Do not hose down your driveway, sidewalk or patio to the street, gutter or storm drain Sweep up debris and dispose of it in the trash Automotive Take your vehicle to a commercial car wash whenever possible If you wash your vehicle at home, choose soaps, cleaners, or detergents labeled non-toxic, phosphate- free or biodegradable Vegetable and citrus-based products are typically safest for the environment Do not allow washwater from vehicle washing to drain into the street, gutter or storm drain Excess washwater should be disposed of in the sanitary sewer (through a sink or toilet) or onto an absorbent surface like your lawn Monitor your vehicles for leaks and place a pan under leaks Keep your vehicles well maintained to stop and prevent leaks Never pour oil or antifreeze in the street, gutter or storm drain Recycle these substances at a service station, a waste oil collection center or used oil recycling center For the nearest Used Oil Collection Center call 1-800-CLEANUP or visit www 1800cleanup org Never allow pollutants to enter the street, gutter or storm drain! Lawn and Garden Pet and animal waste Pesticides Clippings, leaves and soil Fertilizer Common Pollutants Automobile Oil and grease Radiator fluids and antifreeze Cleaning chemicals Brake pad dust Home Maintenance Detergents, cleaners and solvents Oil and latex paint Swimming pool chemicals Outdoor trash and litter The Ocean Begins at Your Front Door Trash Place trash and litter that cannot be recycled in securely covered trash cans Whenever possible, buy recycled products Remember: Reduce, Reuse, Recycle Pet Care Always pick up after your pet Flush waste down the toilet or dispose of it in the trash Pet waste, if left outdoors, can wash into the street, gutter or storm drain If possible, bathe your pets indoors If you must bathe your pet outside, wash it on your lawn or another absorbent/permeable surface to keep the washwater from entering the street, gutter or storm drain Follow directions for use of pet care products and dispose of any unused products at a HHWCC Pool Maintenance Pool and spa water must be dechlorinated and free of excess acid, alkali or color to be allowed in the street, gutter or storm drain When it is not raining, drain dechlorinated pool and spa water directly into the sanitary sewer Some cities may have ordinances that do not allow pool water to be disposed of in the storm drain Check with your city Landscape and Gardening Do not over-water Water your lawn and garden by hand to control the amount of water you use or set irrigation systems to reflect seasonal water needs If water flows off your yard onto your driveway or sidewalk, your system is over-watering Periodically inspect and fix leaks and misdirected sprinklers Do not rake or blow leaves, clippings or pruning waste into the street, gutter or storm drain Instead, dispose of waste by composting, hauling it to a permitted landfill, or as green waste through your city’s recycling program Follow directions on pesticides and fertilizer, (measure, do not estimate amounts) and do not use if rain is predicted within 48 hours Take unwanted pesticides to a HHWCC to be recycled For locations and hours of HHWCC, call (714) 834-6752 or visit www oclandfills com ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ PA2022-001 Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, if we are not careful, our daily activities can lead directly to water pollution problems. Water that drains through your watershed can pick up pollutants which are then transported to our waterways and beautiful ocean. You can prevent water pollution by taking personal action and by working with members of your watershed community to prevent urban runoff from entering your waterway. For more information, please call the Orange County Stormwater Program at 1.877.89.SPILL or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1.877.89.SPILL. For emergencies, dial 911. The tips contained in this brochure provide useful information to help protect your watershed. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. Help Prevent Ocean Pollution: The Ocean Beginsat Your Front Door Tips For Protecting Your Watershed WHAT STARTS HERE COULD TRAVEL HERE AND ENDS UP HERE WHICH FLOWS THROUGH HERE Printed on Recycled Paper PA2022-001 My Watershed. Our Ocean. Water + shed, noun: A region of land within which water flows down into a specified water body, such as a river, lake, sea, or ocean; a drainage basin or catchment basin. Orange County is comprised of 11 major watersheds into which most of our water flows, connecting all of Orange County to the Pacific Ocean. As water from rain (stormwater) or sprinklers and hoses (urban runoff) runs down your driveway and into your neighborhood streets, sidewalks and gutters, it flows into storm drains that lead to waterways within your watershed. The waterways from other cities merge as they make their way through our watersheds until all the runoff water in Orange County meets at the Pacific Ocean. The water that reaches our ocean is not pure. As it flows through the watershed, it picks up pollutants such as litter, cigarette butts, fertilizer, pesticides, pet waste, motor oil and lawn clippings. Unlike water that enters the sewer (from sinks and toilets), water that enters the storm drain is not treated before it flows, ultimately, to the ocean. Water quality can be improved by “Adopting Your Watershed.” Through this effort, we are challenging citizens and organizations to join the Orange County Stormwater Program and others who are working to protect and restore our creeks, rivers, bays and ocean. There are many opportunities to get involved: • Appreciate your watershed - explore the creeks, trails and ocean and make observations about its conditions. If you see anything abnormal (such as dead fish, oil spills, leaking barrels, and other pollution) contact the Orange County 24-hour water pollution problem reporting hotline at 1.877.89.SPILL to report the problem.• Research your watershed. Learn about what watershed you live in by visiting www.ocwatersheds.com. • Find a watershed organization in your community and volunteer to help. If there are no active groups, consider starting your own. • Visit EPA’s Adopt Your Watershed’s Catalog of Watershed Groups at www.epa.gov/adopt to locate groups in your community.• Organize or join in a creek, river, bay or ocean cleanup event such as Coastal & Inner Coastal Cleanup Day that takes place the 3rd Saturday of every September. For more information visit www.coast4u.org. Follow these simple tips to protect the water quality of your watershed: • Sweep up debris and dispose of it in the trash. Do not hose down driveways or sidewalks into the street or gutter. • Use dry cleanup methods such as cat litter to absorb spills and sweep up residue. • Set your irrigation systems to reflect seasonal water needs or use weather-based controllers. Inspect for runoff regularly. • Cover trashcans securely. • Take hazardous waste to a household hazardous waste collection center. (For example, paint, batteries and petroleum products) • Pick up after your pet. • Follow application and disposal directions for pesticides and fertilizers. • If you wash your car at home, wash it on your lawn or divert the runoff onto a landscaped area. Consider taking your car to a commercial car wash, where the water is reclaimed or recycled. • Keep your car well maintained. • Never pour oil or antifreeze in the street, gutter or storm drain. P A C I F I C O C E A N 5 405 605 5 5 39 73 55 74 22 22 241 133 133 57 90 91 91 39 1 1 57 261 73 241 1 90 1 55 91 241 1 Brea Tustin Orange Villa Park Stanton Cypress Anaheim Rossmoor La Palma La Habra Santa Ana PlacentiaFullerton Seal Beach Dana Point Costa Mesa Buena Park Yorba Linda Westminster Lake Forest Aliso Viejo San Clemente Los Alamitos Laguna Woods Laguna Hills Laguna Beach Garden Grove Coto de Caza Newport Beach Mission Viejo Laguna Niguel Foothill Ranch Fountain Valley Tustin Foothills Huntington Beach San Juan Capistrano Rancho Santa Margarita Irvine Santa Ana River Newport Bay San Juan Creek San Gabriel - Coyote Creek Anaheim Bay - Huntington Harbour San Mateo Creek San ClementeCoastal Streams LagunaCoastalStreams Dana PointCoastal Streams Elsinore Valley MiddleSanta AnaRiver LakeMathews LakeMathews Santa Ana River Newport Bay San Juan Creek San Gabriel - Coyote Creek Anaheim Bay - Huntington Harbour San Mateo Creek San ClementeCoastal Streams Dana PointCoastal Streams Elsinore Valley MiddleSanta AnaRiver LakeMathews LakeMathews Tips for ProtectingYour Watershed - . .-. ~ . , ------:).::-. ~.,-.,. PA2022-001 Do your part to prevent water pollution in our creeks, rivers, bays and ocean. Clean beaches and healthy creeks, rivers, bays, and ocean are important to Orange County. However, many common household activities can lead to water pollution if you’re not careful. Litter, oil, chemicals and other substances that are left on your yard or driveway can be blown or washed into storm drains that flow to the ocean. Over-watering your lawn and washing your car can also flush materials into the storm drains. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated. You would never pour soap, fertilizers or oil into the ocean, so don’t let them enter streets, gutters or storm drains. Follow the easy tips in this brochure to help prevent water pollution.GENUINERECYCLEDPAPER 50% PRE-CONSUMERAND15% POST-CONSUMER REMEMBER THE WATER IN YOUR STORM DRAIN IS NOT TREATED BEFORE IT ENTERS OUR WATERWAYS The Ocean Begins at Your Front Door For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The tips contained in this brochure provide useful information to help prevent water pollution while performing everyday household activities. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. Help Prevent Ocean Pollution: Household Tips RECYCLE USED OIL PROJECT Po33ut,on PREVENTION PA2022-001 Gardening Activities �Follow directions on pesticides and fertilizers, (measure, do not estimate amounts) and do not use if rain is predicted within 48 hours. �Water your lawn and garden by hand to control the amount of water you use. Set irrigation systems to reflect seasonal water needs. If water flows off your yard and onto your driveway or sidewalk, your system is over-watering. �Mulch clippings or leave them on the lawn. If necessary, dispose in a green waste container. �Cultivate your garden often to control weeds. Washing and Maintaining Your Car �Take your car to a commercial car wash whenever possible. �Choose soaps, cleaners, or detergents labeled “non-toxic,” “phosphate free” or “biodegradable.” Vegetable and citrus- based products are typically safest for the environment, but even these should not be allowed into the storm drain. �Shake floor mats into a trash can or vacuum to clean. �Do not use acid-based wheel cleaners and “hose off” engine degreasers at home. They can be used at a commercial facility, which can properly process the washwater. �Do not dump washwater onto your driveway, sidewalk, street, gutter or storm drain.Excess washwater shouldbe disposed of in the sanitary sewers (through a sink, or toilet) or onto an absorbent surface like your lawn. �Use a nozzle to turn off water when not actively washing down automobile. �Monitor vehicles for leaks and place pans under leaks. Keep your car well maintained to stop and prevent leaks. �Use cat litter or other absorbents and sweep to remove any materials deposited by vehicles. Contain sweepings anddispose of at a HHWCC. �Perform automobile repair and maintenance under a covered area and use drip pans or plastic sheeting to keep spills and waste material from reaching storm drains. �Never pour oil or antifreeze in thestreet, gutter or storm drains. Recycle these substances at a service station, HHWCC, or used oil recycling center. For the nearest Used Oil Collection Center call 1-800-CLEANUP or visit www.ciwmb.ca.gov/UsedOil. Pollution Prevention Household Activities �Do not rinse spills with water!Sweep outdoor spills and dispose of in the trash. For wet spills like oil, apply cat litter or another absorbent material, then sweep and bring to a household hazardous waste collection center (HHWCC). �Securely cover trash cans. �Take household hazardous waste to a house- hold hazardous waste collection center. �Store household hazardous waste in closed, labeled containers inside or under a cover. �Do not hose down your driveway, sidewalk or patio. Sweep up debris and dispose of in trash. �Always pick up after your pet. Flush waste down the toilet or dispose of in the trash. �Bathe pets indoors or have them professionally groomed. Household Hazardous Wastes include: �Batteries �Paint thinners, paint strippers and removers �Adhesives �Drain openers �Oven cleaners �Wood and metal cleaners and polishes �Herbicides and pesticides �Fungicides/wood preservatives �Automotive fluids and products �Grease and rust solvents �Thermometers and other productscontaining mercury �Fluorescent lamps �Cathode ray tubes, e.g. TVs, computermonitors �Pool and spa chemicals For locations and hours of Household Hazardous Waste Collection Centers in Anaheim, Huntington Beach, Irvine and San Juan Capistrano, call (714)834-6752 or visit www.oclandfills.com. PA2022-001 Ayude a prevenir la contaminación del océano Do your part to prevent water pollution in our creeks, rivers, bays and ocean. Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, not properly disposing of household hazardous waste can lead to water pollution. Batteries, electronics, paint, oil, gardening chemicals, cleaners and other hazardous materials cannot be thrown in the trash. They also must never be poured or thrown into yards, sidewalks, driveways, gutters or streets. Rain or other water could wash the materials into the storm drain and eventually into our waterways and the ocean. In addition, hazardous waste must not be poured in the sanitary sewers (sinks and toilets). For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To Report Illegal Dumping of Household Hazardous Waste call 1-800-69-TOXIC To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. ORANGE COUNTY Help Prevent Ocean Pollution: Proper Disposal ofHouseholdHazardous Waste The Ocean Begins atYour Front Door Printed on Recycled Paper NEVER DISPOSE OF HOUSEHOLD HAZARDOUS WASTE IN THE TRASH, STREET, GUTTER, STORM DRAIN OR SEWER.RECYCLE USED OIL 0 J E C T p R 0 Po33wt1on PREVENTION PA2022-001 Pollution Prevention Leftover household products that contain corrosive, toxic, ignitable, or reactive ingredients are considered to be “household hazardous waste” or “HHW.” HHW can be found throughout your home, including the bathroom, kitchen, laundry room and garage. Disposal of HHW down the drain, on the ground, into storm drains, or in the trash is illegal and unsafe. Proper disposal of HHW is actually easy. Simply drop them off at a Household Hazardous Waste Collection Center (HHWCC) for free disposal and recycling. Many materials including anti-freeze, latex- based paint, motor oil and batteries can be recycled. Some centers have a “Stop & Swap” program that lets you take partially used home, garden, and automobile products free of charge. There are four HHWCCs in Orange County: Anaheim: ..................1071 N. Blue Gum St Huntington Beach: .........17121 Nichols St Irvine:............................ 6411 Oak Canyon San Juan Capistrano:... 32250 La Pata Ave Centers are open Tuesday-Saturday, 9 a.m.- 3 p.m. Centers are closed on rainy days and major holidays. For more information, call (714) 834-6752 or visit www.oclandfills.com. Common household hazardous wastes Batteries Paint and paint products Adhesives Drain openers Household cleaning products Wood and metal cleaners and polishes Pesticides Fungicides/wood preservatives Automotive products (antifreeze, motor oil, fluids) Grease and rust solvents Fluorescent lamps Mercury (thermometers & thermostats) All forms of electronic waste including computers and microwaves Pool & spa chemicals Cleaners Medications Propane (camping & BBQ) Mercury-containing lamps Television & monitors (CRTs, flatscreens) Tips for household hazardous waste Never dispose of HHW in the trash, street, gutter, storm drain or sewer. Keep these materials in closed, labeled containers and store materials indoors or under a cover. When possible, use non-hazardous products. Reuse products whenever possible or share with family and friends. Purchase only as much of a product as you’ll need. Empty containers may be disposed of in the trash. HHW can be harmful to humans, pets and the environment. Report emergencies to 911. WHEN POSSIBLE, USE NON-HAZARDOUS OR LESS-HAZARDOUS PRODUCTS. ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ PA2022-001 Clean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many common activities such as pest control can lead to water pollution if you’re not careful. Pesticide treatments must be planned and applied properly to ensure that pesticides do not enter the street, gutter or storm drain. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never dump pesticides into the ocean, so don’t let it enter the storm drains. Pesticides can cause significant damage to our environment if used improperly. If you are thinking of using a pesticide to control a pest, there are some important things to consider. For more information, please call University of California Cooperative Extension Master Gardeners at (714) 708-1646 or visit these Web sites: www.uccemg.org www.ipm.ucdavis.edu For instructions on collecting a specimen sample visit the Orange County Agriculture Commissioner’s website at: http://www.ocagcomm.com/ser_lab.asp To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. Information From: Cheryl Wilen, Area IPM Advisor; Darren Haver, Watershed Management Advisor; Mary Louise Flint, IPM Education and Publication Director; Pamela M. Geisel, Environmental Horticulture Advisor; Carolyn L. Unruh, University of California Cooperative Extension staff writer. Photos courtesy of the UC Statewide IPM Program and Darren Haver. Funding for this brochure has been provided in full or in part through an agreement with the State Water Resources Control Board (SWRCB) pursuant to the Costa-Machado Water Act of 2000 (Prop. 13). Help Prevent Ocean Pollution: The Ocean Beginsat Your Front Door Responsible Pest Control Printed on Recycled Paper PA2022-001 Key Steps to Follow: Step 1: Correctly identify the pest (insect, weed, rodent, or disease) and verify that it is actually causing the problem. This is important because beneficial insects are often mistaken for pests and sprayed with pesticides needlessly. Consult with a Certified Nursery Professional at a local nursery or garden center or send a sample of the pest to the Orange County Agricultural Commissioner’s Office. Determine if the pest is still present – even though you see damage, the pest may have left. Step 2: Determine how many pests are present and causing damage. Small pest populations may be controlled more safely using non- pesticide techniques. These include removing food sources, washing off leaves with a strong stream of water, blocking entry into the home using caulking and replacing problem plants with ones less susceptible to pests. Step 3: If a pesticide must be used, choose the least toxic chemical. Obtain information on the least toxic pesticides that are effective at controlling the target pest from the UC Statewide Integrated Pest Management (IPM) Program’s Web site at www.ipm.ucdavis.edu. Seek out the assistance of a Certified Nursery Professional at a local nursery or garden center when selecting a pesticide. Purchase the smallest amount of pesticide available. Apply the pesticide to the pest during its most vulnerable life stage. This information can be found on the pesticide label. Step 4: Wear appropriate protective clothing. Follow pesticide labels regarding specific types of protective equipment you should wear. Protective clothing should always be washed separately from other clothing. Step 5: Continuously monitor external conditions when applying pesticides such as weather, irrigation, and the presence of children and animals. Never apply pesticides when rain is predicted within the next 48 hours. Also, do not water after applying pesticides unless the directions say it is necessary. Apply pesticides when the air is still; breezy conditions may cause the spray or dust to drift away from your targeted area. In case of an emergency call 911 and/or the regional poison control number at (714) 634-5988 or (800) 544-4404 (CA only). For general questions you may also visit www.calpoison.org. Step 6: In the event of accidental spills, sweep up or use an absorbent agent to remove any excess pesticides. Avoid the use of water. Be prepared. Have a broom, dust pan, or dry absorbent material, such as cat litter, newspapers or paper towels, ready to assist in cleaning up spills. Contain and clean up the spill right away. Place contaminated materials in a doubled plastic bag. All materials used to clean up the spill should be properly disposed of according to your local Household Hazardous Waste Disposal site. Step 7: Properly store and dispose of unused pesticides. Purchase Ready-To- Use (RTU) products to avoid storing large concentrated quantities of pesticides. Store unused chemicals in a locked cabinet. Unused pesticide chemicals may be disposed of at a Household Hazardous Waste Collection Center. Empty pesticide containers should be triple rinsed prior to disposing of them in the trash. Household Hazardous Waste Collection Center(714) 834-6752www.oclandfills.com Integrated Pest Management (IPM) usually combines several least toxic pest control methods for long-term prevention and management of pest problems without harming you, your family, or the environment. Three life stages of the common lady beetle, a beneficial insect. Tips for Pest Control ~ UniversilY.ef California C.OOperatiTe~ PROJICT PoHuhoti PRIVINTION ·• ◄ ◄ PA2022-001 For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com UCCE Master Gardener Hotline: (714) 708-1646 To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The tips contained in this brochure provide useful information to help prevent water pollution while landscaping or gardening. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. C lean beaches and healthy creeks, rivers, bays and ocean are important to Orange County. However, many common activities can lead to water pollution if you’re not careful. Fertilizers, pesticides and other chemicals that are left on yards or driveways can be blown or washed into storm drains that flow to the ocean. Overwatering lawns can also send materials into storm drains. Unlike water in sanitary sewers (from sinks and toilets), water in storm drains is not treated before entering our waterways. You would never pour gardening products into the ocean, so don’t let them enter the storm drains. Follow these easy tips to help prevent water pollution. Printed on Recycled Paper PA2022-001 Tips for Landscape and GardeningTips for Landscape & Gardening Never allow gardening products or polluted water to enter the street, gutter or storm drain. General Landscaping Tips Protect stockpiles and materials from wind and rain by storing them under tarps or secured plastic sheeting. Prevent erosion of slopes by planting fast-growing, dense ground covering plants. These will shield and bind the soil. Plant native vegetation to reduce the amount of water, fertilizers, and pesticide applied to the landscape. Never apply pesticides or fertilizers when rain is predicted within the next 48 hours. Garden & Lawn Maintenance Do not overwater. Use irrigation practices such as drip irrigation, soaker hoses or micro spray systems. Periodically inspect and fix leaks and misdirected sprinklers. Do not rake or blow leaves, clippings or pruning waste into the street, gutter or storm drain. Instead, dispose of green waste by composting, hauling it to a permitted landfill, or recycling it through your city’s program. Use slow-release fertilizers to minimize leaching, and use organic fertilizers. Read labels and use only as directed. Do not over-apply pesticides or fertilizers. Apply to spots as needed, rather than blanketing an entire area. Store pesticides, fertilizers and other chemicals in a dry covered area to prevent exposure that may result in the deterioration of containers and packaging. Rinse empty pesticide containers and re-use rinse water as you would use the product. Do not dump rinse water down storm drains. Dispose of empty containers in the trash. When available, use non-toxic alternatives to traditional pesticides, and use pesticides specifically designed to control the pest you are targeting. For more information, visit www.ipm.ucdavis.edu. If fertilizer is spilled, sweep up the spill before irrigating. If the spill is liquid, apply an absorbent material such as cat litter, and then sweep it up and dispose of it in the trash. Take unwanted pesticides to a Household Hazardous Waste Collection Center to be recycled. Locations are provided below. Household Hazardous Waste Collection Centers Anaheim: 1071 N. Blue Gum St. Huntington Beach: 17121 Nichols St. Irvine: 6411 Oak Canyon San Juan Capistrano: 32250 La Pata Ave. For more information, call (714) 834-6752 or visit www.oclandfills.com ■ ■ ■ ■ ■ ■ ■ ■ ■ PA2022-001 Help Prevent Ocean Pollution: For more information, please call the Orange County Stormwater Program at 1-877-89-SPILL (1-877-897-7455) or visit www.ocwatersheds.com To report a spill, call the Orange County 24-Hour Water Pollution Problem Reporting Hotline at 1-877-89-SPILL (1-877-897-7455). For emergencies, dial 911. The tips contained in this brochure provide useful information to help prevent water pollution. If you have other suggestions, please contact your city’s stormwater representatives or call the Orange County Stormwater Program. Printed on Recycled Paper Tips for Residential Pool, Landscape and Hardscape Drains _,I: • • T t Your Front P R O J E Po33ufi· 0 PA2022-001 Pool Maintenance All pool water discharged to the curb, gutter or permitted pool drain from your property must meet the following water quality criteria: The residual chlorine does not exceed 0.1 mg/L (parts per million). The pH is between 6.5 and 8.5. The water is free of any unusual coloration. There is no discharge of filter media or acid cleaning wastes. Some cities have ordinances that do not allow pool water to be discharged to the storm drain. Check with your city. Landscape and Hardscape Drains The following recommendations will help reduce or prevent pollutants from your landscape and hardscape drains from entering the street, gutter or storm drain. Unlike water that enters the sewer (from sinks and toilets), water that enters a landscape or hardscape drain is not treated before entering our creeks, rivers, bays and ocean. Household Activities Do not rinse spills of materials or chemicals to any drain. Use dry cleanup methods such as applying cat litter or another absorbent material, then sweep it up and dispose of it in the trash. If the material is hazardous, dispose of it at a Household Hazardous Waste Collection Center (HHWCC). For locations, call (714) 834-6752 or visit www.oclandfills.com. Do not hose down your driveways, sidewalks or patios to your landscape or hardscape drain. Sweep up debris and dispose of it in the trash. Always pick up after your pet. Flush waste down the toilet or dispose of it in the trash. Tips for Residential Pool, Landscape and Hardscape Drains Do not store items such as cleaners, batteries, automotive fluids, paint products, TVs, or computer monitors uncovered outdoors. Take them to a HHWCC for disposal. Yard Maintenance Do not overwater. Water by hand or set automated irrigation systems to reflect seasonal water needs. Follow directions on pesticides and fertilizers (measure, do not estimate amounts) and do not use if rain is predicted within 48 hours. Cultivate your garden often to control weeds and reduce the need to use chemicals. Vehicle Maintenance Never pour oil or antifreeze down your landscape or hardscape drain. Recycle these substances at a service station, a waste collection center or used oil recycling center. For locations, contact the Used Oil Program at 1-800- CLEANUP or visit www.CLEANUP.org. Whenever possible, take your vehicle to a commercial car wash. If you do wash your vehicle at home, do not allow the washwater to go down your landscape or hardscape drain. Instead, dispose of it in the sanitary sewer (a sink or toilet) or onto an absorbent surface such as your lawn. Use a spray nozzle that will shut off the water when not in use. ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ PA2022-001 ATTACHMENT B TGD FACT SHEET INFILTRATION TRENCH INF-2 PA2022-001 TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-24 December 20, 2013 INF-2: Infiltration Trench Fact Sheet An infiltration trench is a long, narrow, rock-filled trench with no outlet other than an overflow outlet. Runoff is stored in the void space between stones and infiltrates through the bottom and sides of the trench. Infiltration trenches provide the majority of their pollutant removal benefits through volume reduction. Pretreatment is important for limiting amounts of coarse sediment entering the trench which can clog and render the trench ineffective. Note: if an infiltration trench is “deeper than its widest surface dimension,” or includes an assemblage of perforated pipes, drain tiles, or other similar mechanisms intended to distribute runoff below the surface of the ground, it would probably be considered a "Class V Injection Well" under the federal Underground Injection Control (UIC) Program, which is regulated in California by U.S. EPA Region 9. A UIC permit may be required for such a facility (for details see http://www.epa.gov/region9/water/groundwater/uic-classv.html). Feasibility Screening Considerations x Infiltration trenches shall pass infeasibility screening criteria to be considered for use x Infiltration trenches, particularly deeper designs, may not provide significant attenuation of stormwater pollutants if underlying soils have high permeability; potential risk of groundwater contamination. x The potential for groundwater mounding should be evaluated if depth to seasonally high groundwater (unmounded) is less than 15 feet. Opportunity Criteria x Soils are adequate for infiltration or can be amended to provide an adequate infiltration rate. x Drainage area area is ≤ 5 acres and has low to moderate sediment production. x 2-3 percent of drainage area available for infiltration (generally requires less surface area than infiltration basins and bioretention areas without underdrain). x Space available for pretreatment (biotreatment or treatment control BMP as described below). x Potential for groundwater contamination can be mitigated through isolation of pollutant sources, pretreatment of inflow, and/or demonstration of adequate treatment capacity of underlying soils. x Infiltration is into native soil, or depth of engineered fill is ≤ 5 feet from the bottom of the facility to native material and infiltration into shallow fill is approved by a geotechnical professional. x Tributary area land uses include open areas adjacent to parking lots, driveways, and buildings, and roadway medians and shoulders. OC-Specific Design Criteria and Considerations □ Must comply with local, state, and federal UIC regulations if applicable; a permit may be required. Also known as: ¾French Drains ¾Rock Trenches ¾Exfiltration Trenches ¾Soak-aways ¾Soakage Trenches Infiltration Trench Source: www.dot.ca.gov PA2022-001 TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-25 December 20, 2013 □ Placement of BMPs should observe geotechnical recommendations with respect to geological hazards (e.g. landslides, liquefaction zones, erosion, etc.) and set-backs (e.g., foundations, utilities, roadways, etc.) □ For facilities with tributary area less than 1 acre and less than 3 foot depth, minimum separation to mounded seasonally high groundwater of 5 feet shall be observed. □ For facilities with tributary area greater than 1 acre or deeper than 3 feet, minimum separation to mounded seasonally high groundwater of 10 feet shall be observed. □ Minimum pretreatment should be provided upstream of the infiltration trench, and water bypassing pretreatment should not be directed to the infiltration trench. □ Infiltration trenches should not be used for drainage areas with high sediment production potential unless preceded by full treatment control with a BMP effective for sediment removal. □ Ponded water should not persist within 1 foot of the surface of the facility for longer than 72 hours following the end of a storm event (observation well is needed to allow observation of drain time). □ Energy dissipators should be provided at inlet and outlet to prevent erosion. □ An overflow device must be provided if basin is on-line. □ A minimum freeboard of one foot should be provided above the overflow device (for an on-line basin) or the outlet (for an off-line basin). □ Longitudinal trench slope should not exceed 3%. □ Side slopes above trench fill should not be steeper than 3:1. Simple Sizing Method for Infiltration Trenches If the Simple Design Capture Volume Sizing Method is used to size an infiltration trench, the user calculates the DCV and then designs the geometry required to draw down the DCV in 48 hours. The sizing steps are as follows: Step 1: Determine Infiltration Basin DCV Calculate the DCV using the Simple Design Capture Volume Sizing Method described in Appendix III.3.1. Step 2: Determine the 48-hour Effective Depth The depth of water that can be drawn down in 48 hours can be calculated using the following equation: d48 = KDESIGN × SACF × 48 hours Where: d48 = trench effective 48-hour depth, ft KDESIGN = basin design infiltration rate, in/hr (See Appendix VII) SACF = Surface Area Correction Factor = ranges from 1.0 (sides insignificant or not accounted) to 2.0 (sides plus bottom are 2 times the surface area of the bottom at mid depth) to account for the ratio of infiltration through the sides of the trench to the bottom footprint of the trench; should be based on anticipated trench geometry and wetted surface area at mid-depth. This is the maximum effective depth of the trench below the overflow device to achieve drawdown in 48 hours. PA2022-001 TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-26 December 20, 2013 Step 3: Determine the Trench Ponding Depth and Trench Depth The depth of water stored in the ponding depth (i.e. above the trench fill) and within the trench itself should be equal or less than d48. Determine the ponding depth and the trench fill depth such that: d48 ≥ (nT × dT + dP) Where: d48 = trench effective 48-hour depth, ft (from Step 2) nT = porosity of trench fill; 0.35 may be assumed where other information is not available dT = depth of trench fill, ft dP = ponding depth, ft (should not exceed 1 ft) Step 4: Calculate the Required Infiltrating Area The required footprint area can be calculated using the following equation: A = DCV/ ((nT × dT) + dP) Where: A = required trench footprint area, sq-ft DCV = design capture volume, cu-ft (see Step 1) nT = porosity of trench fill; 0.35 may be assumed where other information is not available dT = depth of trench fill, ft dP = ponding depth, ft Capture Efficiency Method for Infiltration Trenches If BMP geometry has already been defined and deviates from the 48 hour drawdown time, the designer can use the Capture Efficiency Method for Volume-Based, Constant Drawdown BMPs (Appendix III.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 trench geometry DD = ((nT × dT) + dP) / (KDESIGN × SACF) × 12 Where: DD = time to completely drain infiltration basin ponding depth, hours nT = porosity of trench fill; 0.35 may be assumed where other information is not available dT = depth of trench fill, ft dP = ponding depth, ft SACF = Surface Area Correction Factor = ranges from 1.0 (sides insignificant or not accounted) to 2.0 (sides plus bottom are 2 times the surface area of the bottom at mid depth) to account for the ratio of infiltration through the sides of the trench to the bottom footprint of the trench; should be based on anticipated trench geometry and wetted surface area at mid-depth. KDESIGN = basin design infiltration rate, in/hr (See Appendix VII) Step 2: Determine the Required Adjusted DCV for this Drawdown Time Use the Capture Efficiency Method for Volume-Based, Constant Drawdown BMPs (Appendix III.3.2) to calculate the required fraction of the DCV the basin must hold to achieve 80 percent capture of average annual stormwater runoff volume based on the trench drawdown time calculated above. PA2022-001 TECHNICAL GUIDANCE DOCUMENT APPENDICES XIV-27 December 20, 2013 Step 3: Determine the Trench Infiltrating Area Needed The required footprint area can be calculated using the following equation: A = DCV / ( (nT × dT) + dP) Where: A = required trench footprint area, sq-ft DCV = design capture volume, cu-ft (see Step 1) nT = porosity of trench fill; 0.35 may be assumed where other information is not available dT = depth of trench fill, ft dP = ponding depth, ft If the area required is greater than the selected trench area, adjust surface area or adjust ponding and/or trench depth and recalculate required area until the required area is achieved. Configuration for Use in a Treatment Train x Infiltration trenches may be preceeded in a treatment train by HSCs in the drainage area, which would reduce the required volume of the trench. x Infiltration trenches must be preceeded by some form of pretreatment which may be biotreatment or a treatment control BMP; if an approved biotreatment BMP is used as pretreatment, the overflow from the infiltration trench may be considered “biotreated” for the purposes of meeting the LID requirments x The overflow or bypass from an infiltration trench can be routed to a downstream biotreatment BMP and/or a treatment control BMP if additional control is required to achieve LID or treatment control requirements Additional References for Design Guidance x CASQA BMP Handbook for New and Redevelopment: http://www.cabmphandbooks.com/Documents/Development/TC-10.pdf x SMC LID Manual (pp 141): http://www.lowimpactdevelopment.org/guest75/pub/All_Projects/SoCal_LID_Manual/SoCalL ID_Manual_FINAL_040910.pdf x Los Angeles County Stormwater BMP Design and Maintenance Manual, Chapter 6: http://dpw.lacounty.gov/DES/design_manuals/StormwaterBMPDesignandrainage areaintenance.pdf x City of Portland Stormwater Management Manual (Soakage Trenches, page 2-82) http://www.portlandonline.com/bes/index.cfm?c=47954&a=202883 x San Diego County LID Handbook Appendix 4 (Factsheet 1): http://www.sdcounty.ca.gov/dplu/docs/LID-Appendices.pdf PA2022-001 ATTACHMENT C TGD REFERENCE MAPS PA2022-001 ORAN G E C O U NT Y ORAN G E C O U N T Y RIVER SI D E C O U NT Y RIVER SI D E C O U N T Y ORANGE COUNTYORANGE COUNTYSAN BERNARDINO COUNTYSAN BERNARDINO COUNTYORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTYORANGE COUNTYORANGE COUNTYLOS ANGELES COUNTYLOS ANGELES COUNTY1.050.71 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.950.70.90.90.75P:\9526E\6-GIS\Mxds\Reports\InfiltrationFeasability_20110215\9526E_FigureXVI-1_RainfallZones_20110215.mxdFIGUREJOBTITLESCALE1" = 1.8 milesDESIGNEDDRAWINGCHECKEDBMP04/22/10DATEJOB NO.9526-ETHTHORANGE COUNTYTECHNICAL GUIDANCEDOCUMENTORANGE CO.CARAINFALL ZONESSUBJECT TO FURTHER REVISION03.67.21.8Miles06123KilometersLEGENDOrange County Precipitation Stations24 Hour, 85th Percentile Rainfall (Inches)24 Hour, 85th Percentile Rainfall (Inches) - ExtrapolatedCity BoundariesRainfall ZonesDesign Capture Storm Depth (inches)0.65"0.70.750.800.850.900.951.001.10"Note: Events defined as 24-hour periods (calendar days) with greater than 0.1 inches of rainfall. For areas outside of available data coverage, professional judgment shall be applied.XVI-1PA2022-001 P:\9526E\6-GIS\Mxds\SuceptabilityMaps_20100505\9526E_NewportBaySusceptibility_20100430.mxdRiverside County Santa Ana RiverWatershed Santa Ana RiverWatershed South OrangeCounty Anaheim Bay-Huntington HarborWatershed JohnWayneAirport Lower PetersCanyonRetarding Basin Hicks CanyonRetardingBasin SiphonReservoir Round CanyonRetardingBasin Bee CanyonRetardingBasin EastfootRetardingBasin Orchard EstatesRetention Basin Agua ChinonRetardingBasin VillagePond Park Sand CanyonReservoir San JoaquinReservoir LagunaReservoir Big CanyonReservoir BonitaCanyonReservoir BasinNumber 1 NorthLake SouthLake BasinNumber 2 El Modena-IrvineRetarding Basin HarborView Dam East HicksCanyonRetarding Basin RattlesnakeReservoir TrabucoRetardingBasin MarshburnRetardingBasin FIGURE 4JOBTITLESCALE1" = 12000'DESIGNEDDRAWINGCHECKEDBMP04/30/10DATEJOB NO.9526-ETHTHORANGE COUNTYWATERSHEDMASTER PLANNINGORANGE CO.CASUSCEPTIBILITY ANALYISNEWPORT BAY-NEWPORT COASTAL STREAMS0 9,000 18,000 Feet Susceptibility Potential Areas of Erosion, Habitat, &Physical Structure Susceptibility Channel Type Earth (Unstable) Earth (Stabilized) Stabilized Tidel Influence <= Mean High Water Line (4.28') Water Body Basin Dam Lake Reservoir Other Lands Airport/Military PRELIMINARY MAP – SUBJECT TO FURTHER REVISION SUSCEPTIBILITY MAP UPDATE (DEC 2012) PA2022-001 ATTACHMENT D OPERATIONS & MAINTENANCE (O&M) PLAN PA2022-001 Operations and Maintenance (O&M) Plan Water Quality Management Plan for Lido House 729 Via Lido Soud Newport Beach, CA 92663 Lot 27, Tract No. 907 and 423-265-09 Overall Responsible Party/Owner: John & Laura Armour 729 Via Lido Soud Newport Beach, CA 92663 PA2022-001 Exhibit A, Operations and Maintenance Plan BMP Applicable? Yes/No BMP Name and BMP Implementation, Maintenance, and Inspection Procedures Implementation, Maintenance, and Inspection Frequency and Schedule Person or Entity with Operation & Maintenance Responsibility Non-Structural Source Control BMPs Yes N1. Education for Property Owners, Tenants and Occupants The owner must understand the purpose of all BMPs and how they work. The contractor who installs the BMP shall educate the owner and the owner shall share the information with any maintenance personnel. Additionally, the owner shall keep a copy of this WQMP, as well as the Operations and Maintenance Plan. Practical information materials shall be provided to the first residents/occupants/tenants on general housekeeping practices that contribute to the protection of stormwater quality. Owner shall keep up to date with BMP requirements, and be responsible for educating maintenance personnel. As required. Owner No N2. Activity Restriction Yes N3. Common Area Landscape Management Keep landscape areas clean, planted, and weed free. Inspect and remove litter and trash from landscape areas. Weekly. Owner or contracted maintenance personnel Yes N4. BMP Maintenance The owner shall be responsible for each non-structural BMP and scheduled cleaning and/or maintenance of all structural BMP facilities. Visual inspection shall be performed by the owner or contracted personnel. More thorough inspection should be required if ponding water sits for more than 48 hours. Visual inspection. Minimum twice yearly and immediately following each storm event. Owner or contracted maintenance personnel No N5. Title 22 CCR Compliance No N7. Spill Contingency Plan No N8. Underground Storage Tank Compliance No N9. Hazardous Materials Disclosure Compliance No N10. Uniform Fire Code Implementation No N11. Common Area Litter Control No N12. Employee Training No N13. Housekeeping of Loading Docks PA2022-001 Exhibit A, Operations and Maintenance Plan BMP Applicable? Yes/No BMP Name and BMP Implementation, Maintenance, and Inspection Procedures Implementation, Maintenance, and Inspection Frequency and Schedule Person or Entity with Operation & Maintenance Responsibility Yes N14. Common Area Catch Basin Inspection Inspect drain inlets and catch basins. Ensure that drain inlets are clear of debris and sediment. All catch basins shall be inspected, cleaned and maintained. Minimum twice yearly. Rainy season: Prior to October 1st and as needed thereafter. Dry season: As needed Owner or contracted maintenance personnel No N15. Street Sweeping Private Streets and Parking Lots No N17. Retail Gasoline Outlets Structural Source Control BMPs No Provide Storm Drain System Stenciling and Signage No Design and Construct Outdoor Material Storage Areas to Reduce Pollutant Introduction Yes Design and Construct Trash and Waste Storage Areas to Reduce Pollutant Introduction Insert BMP narrative from Section IV.2.2 of the Project WQMP. Keep trash area clean and orderly. Weekly. Owner or contracted maintenance personnel Yes Use Efficient Irrigation Systems & Landscape Design Owner or contracted maintenance personnel shall ensure that sprinklers are working properly and minimize unnecessary irrigation. The timing and application methods of irrigation water shall be designed to minimize the runoff of excessive irrigation water into the municipal storm drain system. Additionally, owner shall: Employ rain shutoff devices, design irrigation systems to each landscape areas specific requirements, use flow reducers, group plants with similar water requirements together. Verify that the irrigation system is working properly. Check for broken sprinkler heads and verify proper coverage. Adjust valve timing to avoid over-watering in landscape areas. Frequency: Weekly Owner or contracted maintenance personnel No Protect Slopes and Channels and Provide Energy Dissipation No Loading Docks No Maintenance Bays No Vehicle Wash Areas PA2022-001 Exhibit A, Operations and Maintenance Plan BMP Applicable? Yes/No BMP Name and BMP Implementation, Maintenance, and Inspection Procedures Implementation, Maintenance, and Inspection Frequency and Schedule Person or Entity with Operation & Maintenance Responsibility No Outdoor Processing Areas No Equipment Wash Areas No Fueling Areas No Hillside Landscaping No Wash Water Controls for Food Preparation Areas No Community Car Wash Racks Treatment Control BMPs Yes Treatment Control BMP # 1 Sump pump – maintain in accordance with manufacturer’s recommendations. Visual inspection. Check to make sure pump is working as intended. Rainy season: Prior to October 1st and as needed thereafter. Check/Inspect Minimum twice yearly. Owner or contracted maintenance personnel Yes Treatment Control BMP #2 Infiltration Trench - Check for standing water inside catch basin inlets for signs of infiltration trench not functioning properly. More thorough inspection should be required if ponding water sits for more than 48 hours. Visual inspection, keep free of debris, perform more thorough inspection after storm events. Minimum twice yearly and immediately following each storm event. Owner or contracted maintenance personnel PA2022-001 Exhibit A, Operations and Maintenance Plan Storm Drain System Maintenance Requirements This property is served by a storm drain system that requires periodic inspection and maintenance to protect the property from flooding damage caused by rain water. The following are required and are listed in the order of importance: Roof down drains convey rain water from the roof of the building to the pipes in the drainage system. The inlets on the roof of the building must remain clear at all times to prevent water ponding on the roof. The down drains are provided with overflow outlets to the paved surface around the house. These should not have water exiting from them unless the downstream pipelines under the pavement are clogged. If water is exiting from them, check and clear the main drain lines. Garage trench drain takes water from inside the garage to the outside drainage system. This drain should flow freely and not hold water at any time. If the trench drain has standing water or if the garage has ponded water, the trench drain and its outlets to the site storm drain must be cleared. Scuppers are openings in the sea wall that are the last emergency overflow path that rain water will use to exit the property without flooding the building if all other drainage elements are not operating properly. These must be maintained clear and open at all times and covered with grates to prevent rodent intrusion. If water is exiting through the scuppers, this means the drainage system is full and not working and must be investigated and cleared. Sump pump is located in a vault in the east building side yard and it pumps excess water from the drainage system to the street through a hole in the curb on the west side of the driveway. This pump requires the power to remain on at all times and must be maintained so that it is not clogged with debris and can easily remove water from the vault. If it comes on, water will be seen exiting the curb opening and this indicates that the water in the underground drainage pipeline system and/or the ground water table is higher than the pump's “switch on elevation”. This operation is acceptable during times of heavy rainfall or high ground water due to ocean surge, but during dry weather or light rainfall, the pump coming on indicates that the infiltration drain is not working properly and should be checked and cleared. Storm drain inlets are located along the side yards, in the planter areas and under the elevated courtyard and terrace decorative stone surfaces and they also connect to the roof down drains and garage trench drain. These should remain free of debris at all times. If they are blocked, water cannot get into the infiltration drains and will pond under the decorative paving surfaces and ultimately exit through the scuppers. Ponded water or flow through the scuppers indicates that these drains are clogged and must be cleared. Pipes and infiltration drains are located along both sides of the property below the surface and these allow storm water to infiltrate into the ground. When working properly and in times of normal ground water, all storm water should enter these drains and infiltrate into the ground and no water discharge should be seen at the sump pump outlet or scuppers. These should be checked and cleared periodically and protected from intrusion of tree roots. Sea water surge and high ground water can cause water to rise in the ground under the building, fill the infiltration drains and cause the sump pump to come on. This should only occur in extreme weather conditions and even in a 100-year storm, the sea water should not PA2022-001 Exhibit A, Operations and Maintenance Plan reach the elevation of the building. As with all coastal properties, a substantial rise in the sea elevation that is higher than the buildings could cause flooding that none of the measures listed above can ameliorate. The City of Newport Beach prohibits “direct discharge” of storm water to the ocean as a provision of it's “municipal permit for the discharge of stormwater” issued by the Santa Ana Regional Water Quality Control Board. Rather, it requires that all new construction drain to the city's municipal storm drain system which is the street gutters and public drainage inlets and pipes in the street that ultimately do discharge to the ocean. This is the opposite of the conditions that existed before this remodel: all existing drains did previously discharge to the ocean. The city's policy results in the system elements described above which require more maintenance than the system that previously existed. However, we have retained the “emergency overflow scuppers”, that are not considered a direct discharge connection, to protect the building from flooding if all the other system elements fail. PA2022-001 Exhibit A, Operations and Maintenance Plan Required Permits This section must list any permits required for the implementation, operation, and maintenance of the BMPs. • City Grading Permit • Coastal Development Permit Forms to Record BMP Implementation, Maintenance, and Inspection The form that will be used to record implementation, maintenance, and inspection of BMPs is attached. Recordkeeping All records must be maintained for at least five (5) years and must be made available for review upon request. PA2022-001 Exhibit A, Operations and Maintenance Plan Attachments PA2022-001 RECORD OF BMP IMPLEMENTATION, MAINTENANCE, AND INSPECTION Today’s Date: Name of Person Performing Activity (Printed): Signature: BMP Name (As Shown in O&M Plan) Brief Description of Implementation, Maintenance, and Inspection Activity Performed PA2022-001 ATTACHMENT E SOILS REPORT PA2022-001 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Phone 949 629 2539 | Email info@Rmccarthyconsulting.com September 12, 2021 John Armour File No: 8596-00 729 Via Lido Soud Report No: R1-8596 Newport Beach, California 92663 SUBJECT: Geotechnical Investigation Proposed Custom Home Tract 907, Lot 27 729 Via Lido Soud Lido Isle Newport Beach, California APN: 423-265-09 INTRODUCTION This report presents the results of our geotechnical investigation for the project site located at 729 Via Lido Soud in the City of Newport Beach, California, which was performed to determine various site and regional geologic and geotechnical conditions pertinent to the construction currently proposed for the subject property. Analyses for this investigation are based upon verbal descriptions of the project as a two-story, slab-on-grade, single-family residence. The purpose of our review and investigation was to evaluate the subsurface conditions, determine the compatibility of the proposed development with respect to the site-specific geotechnical features, and provide preliminary geotechnical recommendations and design parameters for site precise grading and planned improvements. Specific information and recommendations for site development are provided herein. The conclusions and recommendations of this report are considered preliminary due to the absence of specific foundation and grading plans, the preparation of which are partially dependent upon recommendations presented herein. Project Authorization The work performed was per your request and authorization based on our Proposal No: P1- 8596, dated June 22, 2021. Scope of Investigation The investigation included the following: R McCARTHY -C □NSULTING, INC PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 2 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 1. Review of collected geologic, geotechnical engineering and seismological reports and maps pertinent to the subject site. A reference list is included in Appendix A. 2. Subsurface exploration consisting of two borings advanced to a depths 5 to 15.5 feet. The boring locations are shown on the Geotechnical Plot Plan, Figure 1. 3. Logging and sampling of the exploratory borings, including collection of soil samples for laboratory testing. The logs of the explorations are included in Appendix B. 4. Laboratory testing of soil samples representative of subsurface conditions. The results are presented in Appendix C. 5. Geotechnical engineering and geologic analyses of collected data, including a shallow liquefaction analysis and seismic settlement analysis. 6. Preparation of this report containing our geotechnical recommendations for the design and construction in accordance with the 2019 California Building Code (CBC) and for use by your design professionals and contractors. Site Description The subject property is located on the south side of Lido Isle along Newport Bay as shown on the Location Map, Figure 2. The property is located near the intersection of Via Undine and Via Lido Soud. The lot is bordered on the northwest and southeast by similar adjacent residential properties. Via Lido Nord fronts the house on the northeast side and a small beach on the southwest side. The beach fronts the open waters of the Lido Isle Reach within Newport Bay. The lot contains a sea wall below the deck of the existing structure. The boat dock has been recently refurbished and extends southwesterly into the Lido Isle Reach. The Topographic Map prepared by Guida Surveying Inc. (Reference 1) was used as a base map for our Geotechnical Plot Plan, Figure 1. Based on the topographic plan, the lot area is approximately 35 by 116 feet, about 4,060 square feet. Elevations vary from approximately elevation 12.9 to 13.8 feet (NAVD88). The beach slope from the back of the lot to the channel has a gradient of approximately 7:1 (horizontal: vertical) beyond the seawall. The adjoining properties on the southeast and northwest are at a similar elevation as the subject site, within approximately 1/2 foot, and slightly higher than the street grade. The site presently contains a two-story residence with an attached garage. The house is primarily surrounded by slate hardscape with the exception of a few planter areas. Area drains are present and no obvious drainage problems were observed. Perimeter fencing includes block screen walls along portions of the property lines. The exterior improvements, including the hardscape, appear to be in generally good repair. There were no damages noted that would suggest significant soil movement or differential settlement. PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 3 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Proposed Development We understand that the proposed development will consist of the demolition of the existing structure to build a new, slab-on-grade, two-story residence with a possible roof-top deck. We understand that the design of the new residence is in the planning and design stage. Grading is expected to consist of reprocessing surface soils following removal of existing foundation elements, unsuitable fill, weathered soil, planter soils and materials disturbed by demolition. Overexcavation and replacement of soil as densified engineered fill will be required to provide uniform conditions below the structure. The existing seawall may be reinforced as part of the planned construction. Structural loads were not provided. We anticipate wood-frame and light steel construction that is typical of the area and relatively light construction loads. We assume that maximum column loads will be less than 15 kips and wall loads of 2 kip/foot. The seawall reinforcement may require new deadman anchors and/or caisson support. Our office should be notified when the structural design loads for foundation elements are available to check these preliminary assumptions. GEOTECHNICAL CONDITIONS Geologic Setting The property is situated within the southeasterly edge of the Los Angeles Basin on an island within Newport Bay. This area is generally underlain by recent marine deposits consisting predominantly of silty sands, sands and occasional silt layers. The Pacific Ocean is about 2,200 feet southwest of the site. Historical topographic maps and accounts indicate that the Lido Isle areas were formerly low-lying, intertidal sand bars and island areas of the natural bay. The site is thought to be resting on a regionally extensive, relatively flat bench scoured by wave activity into bedrock. The bedrock lies below successive layers of beach and bay deposits. Earth Materials The site surface exposed shallow fill soils (Af), beach and Marine deposits (Qm). Subsurface materials generally consisted of interbedded gray, tan, olive, and pale brown medium to coarse sands and silty sands. Mollusk shells were common in the upper five feet. These deposits were generally medium dense based on the SPT blow counts. The materials encountered in the explorations were very moist or saturated below a depth of about 9.5 feet. Laboratory test results and visual observations indicate that the on-site sands are non-plastic and non-expansive. Geologic Hazard The potential geologic hazards at the site are primarily from liquefaction, flooding and shaking due to movement of nearby or distant faults during earthquake events. These are discussed in greater detail below. PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 4 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Groundwater Groundwater was encountered at a depth of about 9.5 feet relative to street grade in the exploratory borings. On-site groundwater conditions may additionally be affected by tidal conditions and fluctuate daily in conjunction with the ingoing and outgoing tides. Portion of: PRELIMINARY DIGITAL GEOLOGICAL MAP OF THE 30’ X 60’ SANTA ANA QUADRANGLE, SOUTHERN CALIFORNIA, VERSION 2 U. S. Geological Survey, Open File Report 99-172 Compiled by D. M. Morton Water Infiltration From a geotechnical standpoint, on-site water infiltration is allowable. Setback from the foundations is recommended for large volume runoff. Simple trench drains and permeable pavement surfaces may be allowable without setback with appropriate agency and geotechnical review and approvals. Proposed water infiltration features should be reviewed and approved by the Geotechnical Consultant. Surficial Run-off Proposed development should incorporate engineering and landscape drainage designed to transmit surface and subsurface flow to the street and/or storm drain system via non-erosive pathways. SITE PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 5 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Faulting/Seismic Considerations The major concern relating to geologic faults is ground shaking that affects many properties over a wide area. Direct hazards from faulting are essentially due to surface rupture along fault lines that could occur during an earthquake. Therefore, geologists have mapped fault locations and established criteria for determining the risks of potential surface rupture based on the likelihood of renewed movement on faults that could be located under a site. Based on criteria established by the California Division of Mines and Geology (CDMG), now referred to as the California Geological Survey (CGS), faults are generally categorized as active, potentially active or inactive (Jennings, 1994). The basic principle of faulting concern is that existing faults could move again, and that faults which have moved more recently are the most likely faults to move again and affect us. As such, faults have been divided into categories based on their age of last movement. Although the likelihood of an earthquake or movement to occur on a given fault significantly decreases with inactivity over geologic time, the potential for such events to occur on any fault cannot be eliminated within the current level of understanding. By definition, faults with no evidence of surface displacement within the last 1.6 million years are considered inactive and generally pose no concern for earthquakes due renewed movement. Potentially-active faults are those with the surface displacement within the last 1.6 million years. Further refinement of potentially active faults are sometimes described based on the age of the last known movement such as late Quaternary (last 700,000 years) implying a greater potential for renewed movement. In fact, most potentially active faults have little likelihood of moving within the time frame of construction life, but the degree of understanding of fault age and activity is sometimes not well understood due to absence of geologic data or surface information, so geologists have acknowledged this doubt by using the term "potentially active." A few faults that were once thought to be potentially active, have later been found to be active based on new findings and mapping. Active faults are those with a surface displacement within the last 11,000 years and, therefore, most likely to move again. The State of California has, additionally, mapped known areas of active faulting as designated Alquist- Priolo (A-P) "Special Studies Zones,” which requires special investigations for fault rupture to limit construction over active faults. Based on our review of various published and unpublished reports, maps and documents, the site is located approximately 1 to 3 kilometers northeast of the Newport-Inglewood Fault Zone. This fault consists of a series of parallel and en echelon, northwest-trending faults and folds extending from the southern edge of the Santa Monica Mountains to Huntington Beach and then offshore along Newport Beach. This fault zone has historically experienced moderate to high seismic activity. No active or potentially active faults are known to project through the site. In addition, the Newport-Inglewood Fault is not sufficiently well-defined in the area of the subject site to be placed within the boundaries of an “earthquake fault zone,” as defined by the State of California in the Alquist-Priolo Earthquake Fault Zoning Act. A potential seismic source near the site is the San Joaquin Hills Blind Thrust Fault (SJHBT), which is approximately 2 to 8 kilometers beneath the site at its closest point, based on the reported fault structure. The SJHBT is a postulated fault that is suspected to be responsible for uplift of the San PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 6 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Joaquin Hills. This fault is a blind thrust fault that does not intercept the ground surface and, therefore, presents no known potential for ground rupture at the property. The potential for surface rupture at the site is considered to be low and the property is not located within a special study zone for fault rupture. The site will experience shaking during earthquake events on nearby or distant faults. Site improvements should take into consideration the seismic design parameters outlined herein. Site Classification for Seismic Design Seismic design parameters are provided in a later section of this report and in Appendix F for use by the Structural Engineer. The soil underlying the subject site has been classified in accordance with Chapter 21 of ASCE 7, per Section 1613 of the 2019 CBC. The results of our on-site field investigation, as well as nearby investigations by us and others, indicate that the site is underlain by Class D medium dense Marine sand deposits. Based on the on-site test results and the proposed compacted fill soil, we recommend using a characterization of this property as a Class D (Default), “Stiff Soil,” Site Classification. Secondary Seismic Hazards Review of the Seismic Hazard Zones Map (CDMG, 1998) for the Newport Beach Quadrangle, 1997/1998 and the City of Newport Beach Seismic Safety Element (2008) indicates the site is located within a zone of required investigation for earthquake-induced liquefaction. SITE Fault Map Newport Beach, California EXPLANATION Fault: wlid where location known, long da:-.hed where approximate, dotted where inferred. '-.\.. ~r:!:~':1:~~~=: e~,~~~e:r !::.~:=i~ ._ b.:i:;ed on geologic.JI ~1:Lldie~. Southwa.rd projection of active f.Juh tl.JCE.'$ ba!.ed' on .J ~utnu1face :l!Jdy on lhe we~t bank of the SJntliAnJ River. "\,. Se<:ond.uy fault tr.1.ce~ that hJve been ~hown ....,_ • .. :o h.Jve moved Jt lel!t once during the Holocene. 1\. f.Julcth.u;uenot:r.ctive. D ~:~~:~a;~~~;g~";:~~z=_ro, ~al-esute -•.,. Newport Beach City Boundary ---Sphereoflnfluence Scale: 1 :60,000 1.i --==--=-MIies 3 .. , 0.5 ICllomelH1 PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 7 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Liquefaction Considerations The area along Newport Harbor and its channels is in a Zone of Required Investigation for liquefaction on the State of California Seismic Hazard Zones Map, Newport Beach Quadrangle. Requirements for investigation are included in several documents including the City of Newport Beach Building Code Policy (Revised 7/3/2014), the CBC Section 1803.5, and the Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A. Liquefaction is a phenomenon in which the strength of a soil is reduced by earthquake shaking or other rapid loading. Liquefaction occurs in saturated soils, that is, soils in which the void space between individual sand particles is completely filled with water. This water exerts a pressure on the soil particles that influences how tightly the particles themselves are pressed together. Prior to an earthquake, the water pressure is relatively low. However, earthquake shaking can cause the water pressure to increase to the point where the soil particles can readily move with respect to each other. Liquefaction generally occurs in sandy, granular soils. When liquefaction occurs, the strength of the soil decreases and, the ability of a soil deposit to support foundations for buildings is reduced. The factors known to promote liquefaction potential include high groundwater level, degree of saturation, relative density, grain size, soil type, depth below the surface, and the magnitude and distance to the causative fault or seismic source. The subject site is in an area with potential for liquefaction (Morton and others, 1976; Toppozada and others, 1988). In order to address liquefaction potential, soil borings were drilled to a maximum depth of 14.5 feet below the site. The deeper boring included SPT testing at intervals of 2 feet. In addition, liquefaction analyses were performed to evaluate seismically-induced settlement. The results of our analysis are included in Appendix E. SITE / 'I STATE OF CAUFOflNIA SEISMIC HAZARD ZONES ~,..,_, • .,.u--....-....:.. --• ....... ....i NEWPORT BEACH QUADRANGLE OFFICIAL MAP Liquefaction Zone Released: April 17, 1997 Landslide Zone Released: April I 5, 1998 .., , .. PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 8 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Based on the results of our analysis, some of the soil layers below the site, in the locations tested, to depths of about 10 feet, have safety factors of less than 1.0, assuming groundwater is present to those levels at the time of a design magnitude earthquake. This indicates risk of liquefaction during a seismic event strong enough to induce liquefaction. Layers exhibiting safety factors of 1.3 and less based on Boulanger and Idriss (2010-16) were evaluated for potential seismic settlement. Seismically-induced settlements were estimated by the procedures developed by Boulanger and Idriss (2010-16) and Tokimatsu and Seed (1987). Additionally, seismically- induced settlements were estimated by the procedures developed by Pradel (1998) for dry sand within materials above the assumed water table elevation. The GeoAdvanced GeoSuite Software Version 3.1.0.1, developed by Fred Yi, was utilized for the analyses (Appendix E). The resultant potential total seismic settlement within the upper 10 feet of soil was determined to be less than 1-inch within Boring B-1. Additional seismic settlement on the order of 3-inches should be assumed for depths between 10 and 50 feet during a design earthquake event. It is our opinion that this settlement potential may be mitigated by the grading and foundation system for support of the proposed structure. Lateral Impacts of Liquefaction Lateral spread is a hazard that sometimes occurs when there is sloping ground and weak lateral restraint for soil undergoing liquefaction. Spread of soil into the bay would primarily affect areas outside of the development limits since these areas are partially submerged with tidal fluctuations. Lateral impacts of liquefaction at the subject site such as lateral spreading and lateral loads on foundations are expected to be negligible due to the presence of the existing seawall along the back yard to confine the soil. As such, the house foundations are not expected to be impacted by the potential for seismically induced lateral spread due to the seawall and setback of the structure from the bay. The risk of lateral spread is therefore considered to be low. Flooding Seismically-induced flooding normally includes flooding from inland waters, which is not likely, and tsunami run-up from tidal wave energy. No specific tsunami analysis has been undertaken in this investigation. However, the “Evaluation of Tsunami Risk to Southern California Coastal Cities” (EERI, 2003) provides discussion of the impacts of locally seismic and/or landslide generated tsunamis. The typical maximum run-up heights were estimated from 1 to 2 meters in the Newport Beach area. Because of unknown bathymetry on wave field interactions and irregular coastal configurations, actual maximum run-up heights could range from 2 to 4 meters, or more. The City of Newport Beach, in their Seismic Safety Element, describe Newport Beach as somewhat protected from most distantly generated tsunamis by the Channel Islands and Point Arguello, except for those generated in the Aleutian Islands, those off the coast of Chile, and possibly off the coast of Central America. The publication also states that there may generally be adequate warning given within the time frames from such distant events. The warnings would allow for public safety but would not necessarily protect property improvements. Other Secondary Seismic Hazards Other secondary seismic hazards to the site include deep rupture and shallow ground cracking. With the absence of active faulting on-site, the potential for deep fault rupture is low. The PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 9 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 potential for shallow ground cracking to occur during an earthquake is a possibility at any site, but does not pose a significant hazard to site development. CONCLUSIONS 1. Proposed development is considered feasible from a geotechnical viewpoint provided the recommendations of this report are followed during design, construction, and maintenance of the subject property. Proposed development should not adversely affect, or be adversely affected by, adjacent properties, providing appropriate engineering design, construction methods and care are utilized during construction. 2. Within the areas explored, artificial fill, beach and marine deposits were encountered. On-site materials generally consisted of sands and silty sands. 3. Seismically-induced liquefaction has not historically been observed in the vicinity of the site; however, the liquefaction of soils in the general area is considered to be a possibility due to the presence of groundwater, underlying soil conditions and proximity of nearby earthquake faults. 4. Our calculations indicate that potential settlement due to both liquefaction and consolidation of dry sand layers caused by a large seismic event is less than 1-inch for the upper zone that includes 10 feet below proposed foundations. Additional settlement is also possible at greater depths. Foundation and slab design recommendations are provided in consideration of the seismic settlement potential 5. Groundwater has been encountered at a depth of about 9.5 feet below existing site building pad grades and is not expected to be a significant factor during construction for the planned house. 6. The near surface materials that were encountered were determined to have a very low expansion potential. 7. The existing near surface soils may be disturbed by excavation or demolition. Removal, scarification and recompaction to provide a uniform compacted fill cap within the upper 3-feet is recommended. Cement-treatment of fill soils may be considered for additional excavation and stability considerations. 8. Seawall rehabilitation, if necessary, should be designed and constructed in accordance with the recommendations herein. 9. Grading and construction methods will need to consider lateral and subjacent support of adjacent structures and property improvements. 10. Although the probability of fault rupture across the property is low, ground shaking may be strong during a major earthquake. PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 10 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 11. Tsunami potential for this site is considered moderate; although historically such effects have been subdued in southern California due to topographic protection from distant seismic events and the rarity of significant offshore earthquakes. 12. Adverse surface discharge onto or off the site is not anticipated provided proper civil engineering design and post-construction site grading are implemented. 13. The proposed structure should be supported by a mat slab foundation supported entirely within recompacted fill materials. RECOMMENDATIONS Site Preparation and Grading 1. General Site grading should be performed in accordance with the requirements of the City of Newport Beach, the recommendations of this report, and the Standard Grading Guidelines of Appendix D. All excavations should be supervised and approved in writing by a representative of this firm. 2. Demolition and Clearing Deleterious materials, including those from the demolition of the existing concrete, vegetation, organic matter and trash, should be removed and disposed of off-site. Subsurface elements of demolished structures should be completely removed, including any trench backfills, abandoned foundations, cisterns, utility lines, etc. 3. Subgrade Preparation Excavations should be made to remove any soils disturbed by demolition, undocumented fill and surficial materials where encountered within the planned building areas. A minimum removal depth of 3 feet is recommended to remove the existing upper sand deposits and provide uniform bearing conditions below foundation and slab areas. Removals should be followed by 6-inches of scarification and re-compaction. These remedial excavations should be made within the planned building footprint and the influence zone of footings. Deeper excavations may be necessary to remove unsuitable materials, if encountered. Soil cement may be considered to stabilize and strengthen the compacted fill. Existing walls and retaining walls may be suitable locally for excavation support; however, structures must be supported laterally during grading operations. Although not anticipated at this time, lateral support may sometimes be achieved by the use of bracing, slot cutting, or trenching where wall footings are shallow relative to excavation depths. Dewatering is not expected to be necessary at planned removal depths but this may be somewhat dependent on tide levels and depths of foundations. PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 11 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Excavations should be replaced with compacted engineered fill. The horizontal limits of overexcavation should be outlined by the Geotechnical Engineer based on grading and foundation plans when these are available for review; however, the overexcavation need not extend beyond the planned building footprint. Removals below significant hardscape improvements such as driveway aprons, patios, and sidewalks should be sufficient to provide a 1.5-feet-thick compacted fill zone. Removal depths of 18-inches are expected to be adequate in exterior areas; however, boundary conditions for removals under exterior improvements may be better addressed subsequent to demolition when equipment can expose the site materials for evaluation and when improvement limits are identified on the plan. Light track propelled mini-loader type equipment should be used for the grading. Rubber tire equipment shall not be used until a stable subgrade is achieved. The depths of overexcavation should be reviewed by the Geotechnical Engineer or Geologist during the actual construction. Any surface or subsurface obstructions, or questionable material encountered during grading, should be brought immediately to the attention of the Geotechnical Engineer for recommendations. 4. Fill Soils The on-site soils are anticipated to be suitable for use as compacted fill; however, cement treatment using Portland Cement may be considered within the graded building pad to provide additional soil strength, aid in the foundation construction and reduce collapse potential of vertical footing cuts. Fill soils should be free of debris, organic matter, cobbles and concrete fragments greater than 6-inches in diameter. Soils imported to the site for use as fill below foundation and slab areas should be predominantly granular, non-expansive, non-plastic and approved by the Geotechnical Engineer prior to importing. 5. Shrinkage Shrinkage losses are expected to be about 3 percent overall. This does not include clearing losses from demolition that could result in volume reductions for available fill soils. 6. Expansive Soils Expansion potential should be evaluated during grading to determine the expansion potential of the processed fill materials. On-site surface soils encountered during our investigation were determined to be non-plastic, non-expansive sands. 7. Compaction Standard The on-site soils are anticipated to be generally suitable for use as compacted fill. Highly organic and oversize materials must be removed prior to compaction. Fill materials PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 12 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 should be placed at above optimum moisture content and compacted under the observation and testing of the Soil Engineer. The recommended minimum density for compacted material is 90 percent of the maximum density as determined by ASTM D1557. 8. Temporary Construction Slopes Temporary slopes exposing on-site materials should be cut in accordance with Cal/OSHA Regulations. It is anticipated that the exposed on-site earth materials may be classified as Type C soil, and temporary cuts of 1:1 (horizontal: vertical) or flatter may be appropriate to heights of 6-feet or less; however, the material exposed in temporary excavations should be evaluated by the Contractor during construction. Dry or running sands may require flatter laybacks. Temporary construction slopes should not be left exposed overnight unless approved in writing by the Geotechnical Consultant. The cement-treated fill soils may be cut vertical to a maximum height of 3 feet. Excavations should proceed in a manner so as not to remove lateral or bearing support of adjacent properties or structures. Along property lines, cuts of 1:1 or flatter are typically prudent and are required by the City of Newport Beach. Care will be needed along the property lines. The soils exposed in the excavation cuts should be observed by the Geotechnical Consultant during excavation. The safety and stability of temporary construction slopes and cuts is deferred to the General Contractor, who should implement the safety practices as defined in Section 1541, Subchapter 4, of Cal/OSHA T8 Regulations (2006). The Geotechnical Consultant makes no warranties as to the stability of temporary cuts. Soil conditions may vary locally and the Contractor(s) should be prepared to remedy local instability if necessary. Contract documents should be written in a manner that places the Contractor in the position of responsibility for the stability of all temporary excavations. Stability of excavations is also time dependent. If unsupported property line cuts are made, the Contractor should monitor the performance of adjacent structures and improvements during construction. If movement or distress is noted, appropriate remedial measures should be immediately implemented. 9. Adjacent Property Assessments and Monitoring The following measures may be considered in order to reduce the potential risks of damage, and perceived damage, to adjoining improvements: • Visual inspections and walk-throughs of each of the adjacent properties should be arranged in order to document pre-existing conditions and damages. • Measurements of all existing damages observed, including crack lengths, widths and precise locations should be made. • Photographs should be taken to accompany written notes that refer to damages or even lack of damages. Video may also be considered; however, videos that attempt to show these types of damages are often lacking in detail. PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 13 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 • Floor level surveys of nearby structures may be considered especially if pre-existing damage is evident. • Vibrations from construction equipment may be monitored with portable seismographs during excavation. • Surveys to monitor lateral and vertical position of adjacent improvements and shoring elements is recommended. • It is recommended that the Project Geologist be on-site during excavation in order to evaluate conditions as the project advances. Construction activities, particularly excavation equipment, produce vibrations that can be felt by occupants of adjoining properties. People will often be annoyed by the noise and vibration caused by construction activities, which prompts them to personally perform detailed inspections of their property for damage. Pre-existing damage, that previously went unnoticed, can be unfairly attributed to current construction activities, particularly when pre-construction property inspections are not performed. At that point, it may be difficult to determine what caused the damage, especially damages such as wall separations, cracks in drywall, stucco and masonry. Other common problems that may be scrutinized can include uneven doors, sticking windows, tile cracks, leaning patio posts, fences, gates, etc. Implementation of measures such as those listed above can help avoid conflicts by monitoring construction activities that may be problematic as well as provide valuable data to defend against unwarranted claims. Foundation Design 1. General It is anticipated that foundation elements for the planned structure will bear in re- compacted fill and will utilize a mat slab foundation. The near surface materials are expected to exhibit a very low expansion potential. The following recommendations are based on the geotechnical data available and are subject to revision based on conditions actually encountered in the field. Foundations and slabs should be designed for the intended use and loading by the structural engineer. Our recommendations are considered to be generally consistent with the standards of practice. They are based on both analytical methods and empirical methods derived from experience with similar geotechnical conditions. These recommendations are considered the minimum necessary for the likely soil conditions and are not intended to supersede the design of the Structural Engineer or criteria of governing agencies. 2. Bearing Capacity for Foundations A mat slab may be utilized to support the proposed structure. The purpose of the mat slab system is to help mitigate potential earthquake effects, static and seismic settlement and to provide an appropriate foundation in the local marine environment. The allowable bearing capacity for a mat slab type system founded in re-compacted fill should not exceed 2,000 pounds per square foot. This value may be increased by one- PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 14 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 third for short-term wind or seismic loading; however, there is no increase in bearing value with depth. A minimum slab thickness of 12-inches is recommended. For design of a mat foundation system, a modulus of subgrade reaction of 100 pounds per cubic inch may be considered (172 kips per cubic foot). The subgrade is expected to consist of sand. Actual thickness, depths and widths of the foundation and slab system should be governed by CBC requirements and the structural engineering design. 3. Settlement Static Static settlement is anticipated to be on the order of 0.5-inch total and 0.25-inch differential between adjacent similarly loaded columns (approximately 30 feet assumed horizontal distance), provided that the recommended site grading is implemented first and that the bearing capacity values given above are not exceeded. These estimates should be confirmed when structural engineering plans are prepared and foundation load conditions are determined. Dynamic Potential liquefaction-induced settlement based on current estimates of peak ground accelerations during an earthquake was calculated to be approximately 0.44-inch total within the upper 10 feet (see Appendix E). Additional seismic settlement on the order of 3-inches is possible below that depth. The underlying stratigraphy is fairly uniform below the planned development area; therefore, differential seismic settlement can be estimated as approximately one-half of the total estimated settlement, or approximately 1.72-inches across a span of about 30 feet (Martin and Lew, 1999). Seismically-induced settlements were estimated by using the procedure of Boulanger and Idriss (2010-16) and Tokimatsu and Seed (1987). These methods are based on empirical data from past seismic events that have been studied and are, therefore, approximate. 4. Lateral Resistance Lateral loads may be resisted by passive pressure forces developed in front of the slab/foundation system and by friction acting at the base of the mat slab. Allowable lateral resistance should not exceed 150 pounds per square foot per foot of depth equivalent fluid pressure. Resistance to sliding can be calculated using a coefficient of friction of 0.35. These values may be used in combination per 2019 CBC, Section 1806.3.1. 5. Footing Reinforcement Two No. 5 bars should be placed at the top and two at the bottom of continuous footings in order to resist potential movement due to various factors such as subsurface imperfections and seismic shaking. Dowelled connections between the slab and footings should be provided and should consist of No. 4 bars at 24-inches on center maximum spacing. Quantity and placement of reinforcing steel should be determined by the structural engineer. PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 15 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Seismic Design Based on the geotechnical data and site parameters, the following table is provided based on ASCE/SEI 7-16 using the ASCE Hazard Tool to satisfy the 2019 CBC design criteria. A site- specific Ground-Motion Hazard Analysis (GMHA) was not performed for the site. Site and Seismic Design Criteria For 2019 CBC Design Parameters Recommended Values Site Class D (Default)* (Stiff Soil) Site Longitude (degrees) -117.913987 W Site Latitude (degrees) 33.609866 N Ss (g) 1.387 S1 (g) 0.493 SMs (g) 1.665 SM1 (g) N/A SDs (g) 1.11 SD1 (g) N/A Fa 1.2 Fv N/A Seismic Design Category D *Per ASCE 7-16, Section 11.4.8, the above values may be used provided the value of the seismic response coefficient Cs is determined by Eq. (12.8-2) for values of T ≤ 1.5Ts and taken as equal to 1.5 times the value computed in accordance with either Eq. (12.8-3) for TL ≥ T > 1.5Ts or Eq. (12.8-4) for T > TL. This is due to the value of S1 greater than or equal to 0.2 g for this site. The values above are generally applicable for typical residential structures. The Structural Engineer should verify that Section 11.4.8 is satisfied per the above. A Site-Specific Ground Motion Hazard Analysis (GMHA) may be beneficial for this project as part of the structural design. A Site-Specific GMHA can be performed at an additional cost if requested. Supporting documentation is also included in a previous section of this report, Site Classification for Seismic Design, and in Appendix F. I I I I I I I I I PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 16 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Slab-On-Grade Construction Slabs should be designed in accordance with the 2019 CBC and the requirements of the City of Newport Beach. On-site materials were determined to be non-plastic. Concrete floor slabs should be at least 12-inches thick (actual). Slab design and reinforcement should be determined by the Structural Engineer; however, the minimum slab reinforcement should consist of No. 4 bars at 12-inches on-center in each direction placed at the top and bottom of the slab (or approved equivalent). These recommendations assume that the subsurface soils have first been densified as recommended above. Slabs should be underlain by 4-inches of open-graded gravel. Slab underlayment is deferred to the Project Architect; however, in accordance with the American Concrete Institute, we suggest that slabs be underlain by a 15-mil thick vapor retarder/barrier (Stego Wrap or equivalent) placed over a layer of woven geofabric (such as Mirafi 140N) over the gravel in accordance with the requirements of ASTM E1745 and E1643. Slab subgrade soils should be well moistened prior to placement of the vapor retarder. All subgrade materials should be geotechnically approved prior to placing the gravel for the slab underlayment. The above recommendations are provided for vapor transmission considerations but do not provide for waterproofing of the slab in the local marine environment. If flooding or tidal intrusion are a concern in the event of deepened slab areas, additional underlayment measures may be appropriate and should be addressed by the Civil Engineer and/or Project Architect. Exterior flatwork elements should be a minimum 4-inches thick (actual) and reinforced with No. 3 bars 18-inches on center both ways. Subgrade soils should be well moistened prior to placing concrete. Structural Design of Retaining Walls 1. Lateral Loads No retaining walls are currently planned at the site. Active pressure forces acting on backfilled retaining walls which support level ground may be computed based on an equivalent fluid pressure of 40 pounds per cubic foot. Restrained retaining walls should add an additional 6H pounds per cubic foot for at-rest loading, where H is the retained height of the soil. Other topographic and structural surcharges should be addressed by the Structural Engineer. Minor wall rotations should be anticipated for walls that are free to rotate at the top and considered in design of walls and adjacent improvements. 2. Earthquake Loads on Retaining Walls The Structural Engineer should determine if there are retaining walls at the site within their purview that will be subject to design lateral loads due to earthquake events. Section 1803.5.12 of the 2016 CBC states that the geotechnical investigation shall include the determination of dynamic seismic lateral earth pressures on foundation walls and retaining walls supporting more than 6 feet (1.83 m) of backfill height due to design earthquake ground motions. No walls are planned and, therefore, the site development PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 17 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 is not subject to the design requirements of Section 1803.5.12. A seismic load of 30 pounds per cubic foot (inverted triangle) may be assumed for the existing sea wall. 3. Foundation Bearing Values for Walls Footings for retaining walls may be designed in accordance with the recommendations provided above for building foundations and should be embedded in compacted fill at a minimum depth of 18-inches below the lowest adjacent grade. 4. Wall Backfill The on-site soils are suitable for use as retaining wall backfill. Imported backfill, if needed, should consist of select, non-expansive soil or gravel. Gravel may consist of pea gravel or crushed rock. Where space for compaction equipment is adequate, on-site or imported granular, non-expansive sand materials may be compacted into place in thin lifts per the compaction requirements provided herein. Imported pea gravel or crushed rock should be placed in lifts and tamped or vibrated into place. The lift thickness for gravel is dependent on the type of material and method of compaction. Gravel lifts of 18- to 24-inches or less are recommended. The Geotechnical Engineer should observe the backfill placement of soil or gravel behind each wall following approval of wall backdrains. Gravel wall backfill material should be covered with a suitable filter fabric such as Mirafi 140N and capped with on-site soil or concrete. Fill soils should be free of debris, organic matter, cobbles and rock fragments greater than 6-inches in diameter. Fill materials should be placed in 6- to 8-inch maximum lifts at above optimum moisture content and compacted under the observation and testing of the Soil Engineer. The recommended minimum density for compacted material is 90 percent of the maximum dry density as determined by ASTM D1557-12. Field density tests should be performed at intervals of 2 vertical feet or less within the backfill zone and in accordance with agency requirements at the time of grading. 5. Subdrains An approved exterior foundation subdrain system should be used to achieve control of seepage forces behind retaining walls. The details of such subdrain systems are deferred to the Wall Designer, Builder or Waterproofing Consultant. The subdrain is not a substitute for waterproofing. Water in subdrain systems should be collected and delivered to suitable disposal locations or facilities. Additional recommendations may be provided when plans are available. 6. Dampproofing and Waterproofing Waterproofing in consideration of the local marine environment should be installed in accordance with the architectural specifications or those of a Waterproofing Consultant. The criteria in Section 1805 of the 2016 CBC should be followed as a minimum. PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 18 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Seawall The following preliminary values may be used in the design if seawall rehabilitation is planned: 1. Active soils pressure above ground water level = 40 pcf 2. Active soils pressure below ground water level = 85 pcf 3. Active soils pressure submerged = 22 pcf 4. Passive soils pressure submerged = 175 pcf (FS=1.5 included) 5. Passive soils pressure wet = 220 pcf (FS=1.5 included) 6. Soil seismic earth pressure = 30 pcf 7. Friction coef = 0.35 8. Phi angle = 30 deg Seawall structural plans should be provided to us for review prior to construction. Hardscape Design and Construction Hardscape improvements may utilize conventional foundations in compacted fill. Such improvements should be designed in accordance with the foundation recommendations presented above. Cracking and offsets at joints are possible; however, occurrence may be minimized by appropriate drainage and the use of thickened edge beams to limit moisture transfer below slabs. Concrete flatwork should be divided into as nearly square panels as possible. Joints should be provided at maximum 8-feet intervals to give articulation to the concrete panels (shorter spacing is recommended if needed to square the panels). Landscaping and planters adjacent to concrete flatwork should be designed in such a manner as to direct drainage away from concrete areas to approved outlets. Planters located adjacent to principle foundation elements should be sealed and drained; this is especially important if they are near retaining wall backfills. Exterior flatwork elements should be a minimum 4-inches thick (actual) and reinforced with No. 3 bars 18-inches on center both ways. Subgrade soils should be well moistened prior to placing concrete. Concrete Construction Components in Contact with Soil Testing of the on-site sandy soils resulted in a low soluble sulfate content. Various components within the concrete may be subject to corrosion over time when exposed to soluble sulfates and chemical attack. To help mitigate corrosion, sulfate resistant cement should be used in concrete that may be in contact with on-site soils or ground source water. Attention to maximum water-cement ratio and the minimum compressive strength may also help mitigate deterioration of concrete components. The sulfate testing is presented in the attached Appendix C, Laboratory Test Results. PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 19 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Type V cement or an appropriate alternate is, therefore, recommended with a maximum water-cement ratio of 0.5 percent. The minimum concrete compressive strength should be at least 4,000 pounds per square inch. It is recommended that a concrete expert be retained to design an appropriate concrete mix to address the structural requirements. In lieu of retaining a concrete expert, it is recommended that the 2019 CBC, Section 1904 and 1905, be utilized which refers to ACI 318. Testing should be performed during grading when fill materials are identified to confirm the sulfate concentration. Metal Construction Components in Contact with Soil Metal rebar encased in concrete, iron pipes, copper pipes, lift shafts, air conditioner units, etc., that are in contact with soil or water that permeates the soil should be protected from corrosion that may result from salts contained in the soil. Recommendations to mitigate damage due to corrosive soils, if needed, should be provided by a qualified corrosion specialist. Finished Grade and Surface Drainage Finished grades should be designed and constructed so that no water ponds in the vicinity of footings. Drainage design in accordance with the 2019 CBC, Section 1804.4, is recommended or per local City requirements. Roof gutters should be provided and outflow directed away from the house in a non-erosive manner as specified by the Project Civil Engineer or Landscape Architect. Surface and subsurface water should be directed away from building areas. Proper interception and disposal of on-site surface discharge is presumed to be a matter of civil engineering or landscape architectural design. Infiltration A minimum setback of 3 feet from the nearest foundation is recommended for large volume runoff. Simple trench drains and permeable pavement surfaces may be allowable without setback with appropriate agency and geotechnical review and approvals. Proposed water infiltration features should be reviewed and approved by the Geotechnical Consultant. It is our opinion that typical gravel trenches and permeable hardscape for periodic water infiltration into the on-site soil is acceptable from a geologic and geotechnical standpoint. The water levels are expected to be at a depth of about 9.5 feet below grade based on our borings. The water table is ultimately tidal in nature and introduction of the infiltration water is not expected to raise the water level or create new perched water zones. These types of infiltration will, therefore, not be expected to create any geohazards due to modification of groundwater levels. Planned infiltration design and BMP devices should be reviewed by our office prior to construction. Foundation Plan Review The undersigned should review final foundation and grading plans and specifications prior to their submission to the Building Official for issuance of permits. The review is to be performed only for the limited purpose of checking for conformance with design concepts and the information provided herein. Review shall not include evaluation of the accuracy or completeness of details, such as quantities, dimensions, weights or gauges, fabrication PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 20 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 processes, construction means or methods, coordination of the work with other trades or construction safety precautions, all of which are the sole responsibility of the Contractor. The R McCarthy Consulting, Inc. (RMC) review shall be conducted with reasonable promptness while allowing sufficient time in our judgment to permit adequate review. Review of a specific item shall not indicate that RMC has reviewed the entire system of which the item is a component. RMC shall not be responsible for any deviation from the Contract Documents not brought to our attention in writing by the Contractor. RMC shall not be required to review partial submissions or those for which submissions of correlated items have not been received. Utility Trench Backfill Utility trench backfill should be placed in accordance with Appendix D, Standard Earthwork Guidelines. It is the Owner’s and Contractor’s responsibility to inform Subcontractors of these requirements and to notify R McCarthy Consulting when backfill placement is to begin. It has been our experience that trench backfill requirements are rigorously enforced by the City of Newport Beach. The on-site soils are anticipated to be generally suitable for use as trench backfill; however, silt materials may be difficult to mix and compact to a uniform condition. The use of imported backfill is sometimes more efficient when silt soil materials are at high moisture contents. Fill materials should be placed at near optimum moisture content and compacted under the observation and testing of the Soil Engineer. The minimum dry density required for compacted backfill material is 90 percent of the maximum dry density as determined by ASTM D1557. Pre-Grade Meeting A pre-job conference should be held with representative of the Owner, Contractor, Architect, Civil Engineer, Geotechnical Engineer, and Building Official prior to commencement of construction to clarify any questions relating to the intent of these recommendations or additional recommendations. OBSERVATION AND TESTING General Geotechnical observation and testing during construction is required to verify proper removal of unsuitable materials, check that foundation excavations are clean and founded in competent material, to test for proper moisture content and proper degree of compaction of fill, to test and observe placement of wall and trench backfill materials, and to confirm design assumptions. It is noted that the CBC requires continuous verification and testing during placement of fill, pile driving, and pier/caisson drilling. An RMC representative shall observe the site at intervals appropriate to the phase of construction, as notified by the Contractor, in order to observe the work completed by the Contractor. Such visits and observation are not intended to be an exhaustive check or a detailed inspection of the Contractor’s work but rather are to allow RMC as an experienced professional, to become generally familiar with the work in progress and to determine, in general, if the grading and construction is in accordance with the recommendations of this report. PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 21 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 RMC shall not supervise, direct, or control the Contractor’s work. RMC shall have no responsibility for the construction means, methods, techniques, sequences, or procedures selected by the Contractor, the Contractor’s safety precautions or programs in connection with the work. These rights and responsibilities are solely those of the Contractor. RMC shall not be responsible for any acts or omission of any entity performing any portion of the work, including the Contractor, Subcontractor, or any agents or employees of any of them. RMC does not guarantee the performance of any other parties on the project site, including the Contractor, and shall not be responsible for the Contractor’s failure to perform its work in accordance with the Contract Documents or any applicable law, codes, rules or regulations. Construction-phase observations are beyond the scope of this investigation and budget and are conducted on a time and material basis. The responsibility for timely notification of the start of construction and ongoing geotechnically-involved phases of construction is that of the Owner and his Contractor. We request at least 48 hours’ notice when such services are required. Geotechnical Observation/Testing Activities during Grading and Construction The Geotechnical Consultant should be notified to observe and test the following activities during grading and construction: • To observe proper removal of unsuitable materials; • To observe the bottom of removals for all excavations for the building pad grading, trenching, exterior site improvements, etc.; • To observe side cut excavations for grading, retaining walls, trenches, etc.; • To test for proper moisture content and proper degree of compaction of fill; • To check that foundation excavations are clean and founded in competent material; • To check the slab subgrade materials prior to placing the gravel, vapor barrier and concrete; • To check retaining wall subdrain installation; • To test and observe placement of wall backfill materials; • To test and observe placement of all trench backfill materials; • To test and observe patio, driveway apron and sidewalk subgrade materials; • To observe any other fills or backfills that may be constructed at the site. It is noted that this list should be used as a guideline. Additional observations and testing may be required per local agency, code, project, Contractor and geotechnical requirements at the time of the actual construction. LIMITATIONS This investigation has been conducted in accordance with, and limited to, generally accepted practice in the engineering geologic and soils engineering field, and in accordance with services provided by geotechnical consultants practicing in the same or similar locality under the same or similar circumstances. No further warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. Conclusions and recommendations presented are based on subsurface conditions encountered and are not meant to imply that we have control over the natural site conditions. The samples taken and used for testing, the PA2022-001 September 12, 2021 File No: 8596-00 Report No: R1-8596 Page: 22 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 observations made and the field testing performed are believed representative of the general project area; however, soil and geologic conditions can vary significantly between tested or observed locations. Site geotechnical conditions may change with time due to natural processes or the works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards may occur as a result of the broadening of knowledge, new legislation, or agency requirements. The recommendations presented herein are, therefore, arbitrarily set as valid for one year from the report date. The recommendations are also specific to the current proposed development. Changes in proposed land use or development may require supplemental investigation or recommendations. Also, independent use of this report without appropriate geotechnical consultation is not approved or recommended. Thank you for this opportunity to be of service. If you have any questions, please contact this office. Respectfully submitted, R MCCARTHY CONSULTING, INC. Robert J. McCarthy Principal Engineer, G.E. 2490 Registration Expires 3-31-22 Date Signed: 09/13/2021 Accompanying Illustrations and Appendices Text Figure - Preliminary Geologic Map of the 30’ X 60’ Santa Ana Quadrangle Text Figure - Fault Map, Newport Beach, California Text Figure - CDMG Seismic Hazards Location Map Figure 1 - Geotechnical Plot Plan Figure 2 - Location Map Figure 3 - Geologic Hazard Map Appendix A - References Appendix B - Field Exploration Figures B-1 through B-3 Appendix C - Laboratory Testing Figures C-1 through C-10 Appendix D - Standard Grading Guidelines Appendix E - Results of Liquefaction Analysis Figures E-1 and E-2 Data Interpretations Appendix F - Seismicity Data PA2022-001 NEWPORT BEACH, CALIFORNIA 729 VIA LIDO SOUD9241 IRVINE BLVD, SUITE 100(949) 777-2000 FAX (949) 777-2050IRVINE, CALIFORNIA 92618EMAIL: GSICORP @ GUIDASURVEYING.COMGUIDA SURVEYING INC.REVISIONS(172.22) AT RFEO OCALIFFPROSTESSIONALL AND V E ONIASUR RY Plot PlanFigure 1: Geotechnical 729 Via Lido Soud Newport Beach, CA File: 8596-00 SEPTEMBER 2021 0 20 feet N Base map: Guida Surveying Inc. EXPLANATION Estimated location of exploratory boring Af Articial ll Qm Marine deposits HA-1 B-1 Af/Qm Af/Qm Qm 5/18 SFN -I ~~ BASIS OF BEARINGS 1 317.33'_ -~ JJ2 __ 2~70' N70"14'26"W VIA LIDO SOUD ~ 4430• 6089 -~ - - ----4---------3500-;- /,;,-J+----f-------------CN/IJJ1J---osco----t;,1,2J ;,. N70"14'26"W 35.00' TRACT NO. 907 VILDING FOOTPRINT ·co IJ.66 BLDL "' 20.54 WIND <D 26.84 WIND 29.24 WIND 20.54 WIND 26.99 WIND 29.29 WIND EXISTING 20.56 WIND • RESIDENCE 26.57 WIND EXISTING 3 WIND z WIND ;,-, /3.84 BLDL RESIDENCE N ~1 :;; LOT 26 ::J ~~ iii • ½t ii< ~ LOT 27 ,t ;;:; C, IJ.53 BLDL i:5 ::J ..... ,1.L11'w' FOOTPRINT !a' iii ~ ~ 13.59 BLDL ~ "' ~ 729 WA UDO SOUD • -~ 20.52 • NEWPORT BEACH, CA •SG ,,.--CONCRETE✓ {IJ.45}+ 68"52'44"W 35.01 ~?§lE!it:::f:::::::jl.L;~:CL~it~~f:::EDC"c: SEA WALL {6.62) ,,-NATURAL GROUNOJ (521)+ HNDR (9.10} DECK\ +(5.69} HNDR ~- +/6.06} ,,.--NA TUR AL GROUND_, +(4.36} +(J.39} ----5~~~:~~,uF(IJ4J)t 10 241 IN 10• (211} OUT 100 oo· EXISTING RESIDENCE LOT 28 "' ;; f:2~~[i~ ~~~~ C'\j(',,j:1~ 19.Jl BLOC 5' BLOCK WAU SFN \ \ M.M. RMc CARTHY _ C□NSULTI NG ,INC PA2022-001 Feet Every reasonable effort has been made to assure the accuracy of the data provided, however, The City of Newport Beach and its employees and agents disclaim any and all responsibility from or relating to any results obtained in its use. Disclaimer:0 400200 SITE: 729 Via Lido Soud FILE NO: 8596-00 SEPTEMBER 2021 FIGURE 2 - LOCATION MAP 0 PA2022-001 Feet Every reasonable effort has been made to assure the accuracy of the data provided, however, The City of Newport Beach and its employees and agents disclaim any and all responsibility from or relating to any results obtained in its use. Disclaimer:0 833417 SITE: 729 Via Lido Soud SEPTEMBER 2021 FIGURE 3 - GEOLOGIC HAZARDS MAP Liquefaction Hazard Zone FILE NO: 8596-00 NB NEWPORT BEACH 0 PA2022-001 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92663 APPENDIX A REFERENCES PA2022-001 APPENDIX A REFERENCES (729 Via Lido Soud) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 1. Guida Surveying, Inc., “Topographic Site Plan of: 729 Via Lido Soud, Newport Beach, CA 92663,” Scale: 1” = 8’, 7/6/21, Sheet 1 of 1. 2. American Society of Civil Engineers (ASCE), 2019, ASCE 7 Hazard Tool, https://asce7hazardtool.online/ 3. ASCE/SEI 7-16, “Minimum Design Loads and Associated Criteria for Buildings and Other Structures.” 4. Barrows, A. G., 1974, “A Review of the Geology and Earthquake History of the Newport-Inglewood Structural Zone, Southern California,” California Division of Mines and Geology, Special Report 114. 5. Building Seismic Safety Council, 2004, National Earthquake Hazards Reduction Program (NEHRP) Recommended Provisions for Seismic Regulations for New Buildings and Other Structures (FEMA 450), 2003 Edition, Part 2: Commentary, Washington, DC. 6. Coast Geotechnical, Inc., 2012, “Geotechnical Opinion, Pile Bearing Value, 701 Via Lido Soud, Newport Beach, California,” W.O. 443012-01, October 16. 7. California Building Code, 2019 Edition. 8. California Department of Conservation, Division of Mines and Geology, 1989, “Earthquake Planning Scenario, Newport-Inglewood Fault Zone,” California Geology, Toppozada, T. R., Borchardt, Glenn, Bennett, J. H., and Richard, Saul, April. 9. California Division of Mines and Geology (CDMG), 1998, “Seismic Hazards Zones Map, Newport Beach Quadrangle.” 10. California Division of Mines and Geology (CDMG), 2008, “Guidelines for Evaluating and Mitigating Seismic Hazards in California,” Special Publication 117A. 11. City of Newport Beach, 2014, Community Development Department, Building Division, Building Code Policy, “Liquefaction Study Mitigation Measures,” revised July 14. 12. City of Newport Beach Seismic Safety Element (2008). 13. Department of Civil & Environmental Engineering, College of Engineering, University of California at Davis, 2010, “SPT-Based Liquefaction Triggering Procedures,”, Boulanger, R. W., and Idress, I. M., December. 14. Department of the Navy, 1982, NAVFAC DM-7.1, Soil Mechanics, Design Manual 7.1, Naval Facilities Engineering Command. 15. Earthquake Engineering Research Institute (EERI), 2003, “Evaluation of Tsunami Risk to Southern California Coastal Cities,” Legg, Mark R., Borrero, Jose C., and Synolakis, Costas E., January. 16. Geofirm, 2005, “Geotechnical Investigation For Foundation Design, Proposed Single Family Residence, 801 Via Lido Soud, Lido Isle, California,” Project No. 71561-00, Report No. 05-5549, April 29. 17. Hart, E. W., and Bryant, W. A., 1997, “Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act: California Division of Mines and Geology,” Special Publication 42 (Interim Supplements and Revisions 1999, 2003, and 2007). 18. Jennings, Charles W., et al., 1994, “Fault Activity Map of California and Adjacent Areas,” California Division of Mines and Geology, Geologic Data Map No. 6. 19. Martin, G. R. and Lew, M., 1999, “Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction PA2022-001 APPENDIX A REFERENCES (729 Via Lido Soud) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Hazards in California,” Southern California Earthquake Center (SCEC), University of Southern California, 63 pages, March. 20. Morton and Miller, 1981, Geologic Map of Orange County, CDMG Bulletin 204. 21. Morton, P. K., Miller, R. V., and Evans, J. R., 1976, “Environmental Geology of Orange County, California, California Division of Mines and Geology,” Open File Report 79-8 LA. 22. Morton, D. M., Bovard, Kelly H., and Alvarez, Rachel M., 2004, “Preliminary Digital Geological Map of the 30’ X 60’ Santa Ana Quadrangle, Southern California,” Version 2.0, Open-File Report 99-172, Version 2.0 – 2004. 23. Morton, Douglas M., and Miller, Fred K., Compilers, 2006, “Geologic Map of the San Bernardino and Santa Ana 30’ X 60’ Quadrangles, California,” U. S. Geological Survey Open File Report 2006-1217. 24. P.A. & Associates, Inc. 1997, “Preliminary Geotechnical Investigation, 759 Via Lido Soud, Lido Island, Newport Beach, California,” Project File No. 97122-101, September 17. 25. P.A. & Associates, Inc., 2006, “Preliminary Geotechnical Investigation, Proposed Two Story Single Family Development, 733 Via Lido Soud, Lido Isle, Newport Beach, California,” Project File No. 26161-101, October 10. 26. Petersen, M. D., Bryant, W. A., Cramer, C. H., Cao, T., Reichle, M. S., Frankel, A. D., Lienkaemper, J. J., McCrory, P. A., and Schwartz, D. P., 1996, “Probabilistic Seismic Hazard Assessment for the State of California,” Department of Conservation, Division of Mines and Geology, DMG Open-File Report 96-08, USGS Open File Report 96-706. 27. Petra, 1997, “Geotechnical Investigation, Proposed Residences, 739 and 743 Via Lido Soud, Newport Beach, California.,” J.N. 434-97, November 4. 28. Pradel, Daniel, 1998, “Procedure to Evaluate Earthquake-induced Settlements in Dry Sandy Soils,” Journal of Geotechnical and Geoenvironmental Engineering, April. 29. Schmertmann, Dr. John H., 1977, “Guidelines for CPT Performance and Design,” prepared for the Federal Highway Administration, U. S. Department of Transportation, FHWA-TS-78-209, February. 30. Seed, Bolton H. and Idriss, I. M., 1974, “A Simplified Procedure for Evaluating Soil Liquefaction Potential,” Journal of Soil Mechanics, ASCE, Vol. 97, No. SM9, September, pp. 1249-1273. 31. Soils Southwest, Inc., 2003, “Report of Soils and Foundation Evaluations, Proposed Single Family Residence, 801 Via Lido Soud, Newport Beach, Caifornia,” Project No. 03203-F, December 12. 32. State of California, Department of Industrial Relations, Cal/OSHA – Title 8 Regulations. 33. Strata-Tech, Inc., 2000, “Geotechnical Investigation of Proposed Residence at 755 Via Lido Soud, Newport Beach, California,” W.O. 150800, April 19. 34. Structural Engineers Association of California (SEAOC), 2019, OSHPD Seismic Design Maps, https://seismicmaps.org/ 35. Tan, Siang, S., and Edgington, William J., 1976, "Geology and Engineering Geology of the Laguna Beach Quadrangle, Orange County, California," California Division of Mines and Geology, Special Report 127. 36. Terzaghi, Karl, Peck, Ralph B., and Mesri, Ghoamreza, 1996, “Soil Mechanics in Engineering Practice, Third Edition,” John Wiley & Sons, Inc. PA2022-001 APPENDIX A REFERENCES (729 Via Lido Soud) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 37. Tokimatsu, K., and Seed, H. B., 1987, “Evaluation of Settlements in Sands Due to Earthquake Shaking,” Journal of Geotechnical Engineering, ASCE, Vol. 113, No. 8, pp. 861-878. 38. Vedder, J. G., Yerkes, R. F., and Schoellhamer, J. E., 1957, Geologic Map of the San Joaquin Hills-San Juan Capistrano Area, Orange County, California, U. S. Geological Survey, Oil and Gas Investigations Map OM-193. 39. Zhang, G., Robertson, P. K., and Brachman, R. W. I., 2002, “Estimating Liquefaction-induced Ground Settlements from CPT for Level Ground,” Canadian Geotechnical Journal 39: 1168-1180. PA2022-001 APPENDIX B FIELD EXPLORATION PA2022-001 APPENDIX B FIELD EXPLORATION (729 Via Lido Soud) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 General Subsurface conditions were explored by excavating two auger borings at the site on July 8, 2021. One boring was drilled to a depth of 15.5 feet with the Pacific Drilling Mini-mole drill rig and the other was drilled to a depth of 5 feet with a hand auger. The approximate locations of the borings are shown on the Geotechnical Plot Plan, Figure 1. The Boring Logs are included as Figures B-2 and B-3. A Key to Logs is included as Figure B-1. Excavation of the borings was observed by our field geologist who logged the soils and obtained samples for identification and laboratory testing. The exploratory excavations were located in the field by pacing from known landmarks. Their locations as shown are, therefore, within the accuracy of such measurements. Elevations were determined by interpolation between points on the Topographic Site Plan prepared by Guida Surveying, Inc, Reference 1. Sample Program 1.Drill Rig - Standard Penetration Tests (SPT) may be performed to determine the in-place relative densities and consistencies of the underlying soils. The test involves the number of blows it takes for a 140-pound hammer falling 30-inches to drive a 2-inch (outer diameter)/ 1 3/8-inch inner diameter) split spoon sampler (ASTM D1586). These blow counts are given in blows per 6-inch driving interval for a sample with a length of 18- inches. SPT samples were immediately sealed in individual plastic bags. 2. Bulk/disaggregated samples representative of subsurface conditions were collected from the excavations and sealed in plastic bags. Summary The soils were classified based on field observations and laboratory tests. The classification is in accordance with ASTM D2487 (the Unified Soil Classification System). Collected samples were transported to the laboratory for testing. Groundwater was encountered at depths of approximately 4.5 bgs (elev. 2+/-) to 9.5 bgs (elev. 3.5+/-) feet. PA2022-001 UNIFIED SOIL CLASSIFICATION CHART CLEANGRAVELS GRAVELWITHFINES CLEANSANDS SANDSWITHFINES GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT GROUPSYMBOLS SYMBOLMAJOR DIVISIONS TYPICAL NAMES HIGHLY ORGANIC SOILS SILTS AND CLAYS: Liquid Limit 50% or less SILTS AND CLAYS: Liquid Limit greater than 50% Well graded gravels and gravel-sand mixtures, little orno fines Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Poorly graded gravels and gravel-sand mixtures, littleor no fines Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Well graded sands and gravelly sand, little or no fines Poorly graded sands and gravelly sands, little or nofines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Inorganic silts, very fine sands, rock flour, silty orclayey fine sands Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandsor silts, elastic clays Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity Peat, muck, and other highly organic soils KEY TO LOGS COARSE-GRAINED SOILS: more than 50% retained on No. 200 sieve (based on the material passing the 3-inch [75mm] sieve) FINE-GRAINED SOILS: 50% or more passes No. 200 sieve* GRAVELS: 50% or more of coarse fraction retained on No. 4 sieve SANDS:more than 50% ofcoarse fractionpasses No. 4 sieve Water level SYMBOL Figure B-1: Unied Soil Classication Chart / Key To Logs NOTATION SAMPLER TYPE C Core barrel CA California split-barrel sampler with 2.5-inch outside diameter and a 1.93-inch inside diameter D&M Dames & Moore piston sampler using 2.5-inch outside diameter, thin-walled tube O Osterberg piston sampler using 3.0-inch outside diameter, thin-walled Shelby tube PTB Pitcher tube sampler using 3.0-inch outside diameter, thin-walled Shelby tube S&H Sprague & Henwood split-barrel sampler with a 3.0-inch outside diameter and a 2.43-inch inside diameter SPT Standard Penetration Test (SPT) split-barrel sampler with a 2.0-inch outside diameter and a 1.5-inch inside diameter ST Shelby Tube (3.0-inch outside diameter, thin-walled tube) advanced with hydraulic pressure NR No Recovery Modified California Sampler (3" O.D.) Modified California Sampler, no recovery Standard Penetration Test, ASTM D 1586 Standard Penetration Test, no recovery Thin-walled tube sample using Pitcher barrel Thin-walled tube sample, pushed or used Osterberg sampler Disaggregated (bulk) sample o-".·; ·."· . • • i;,. ··.a·· ~-~c ~ I"- ~/2 .. . . . . ·.· . . . .. •: \ ':•:· t.::-:-: ·· :·: ...... . . .. .. . .. . . . . . 1//; ·: .·. : :/ 1/// 11 11 ~ .. . . . . . . . . ------ □ □ [I] [I] ~ [II]] [8J I RMcCARTHY CONSULTING, INC PA2022-001 DEPTHUSCSBLOW COUNTIN-PLACE SAMPLEBAG SAMPLEMOISTURE (%)DRY DENSITY (PCF)MATERIAL DESCRIPTION NOTES DEPTHLOG OF BORING R MCCARTHY CONSULTING, INC. 5 10 15 20 25 5 10 15 20 25 ML BORING NO: B-1 FILE NO: 8596-00 FIGURE B-2 EQUIPMENT: Truck Mounted Flight Auger SURFACE ELEVATION: 13' +/- BY: GM Total Depth: 15.5 feet Water at 9.5 feet Intermittent caving with advancement below water table SITE LOCATION: 729 Via Lido SoudCourtyard planterDATE: 7-8-21 Only cap first letter of sentence. Color, MATERIAL TYPE, moisture, stiffness, density, fineness, all other descriptions Max Dry Density(112.0 pcf, 7.5 %) Expansion Index(EI = 0)Grain Size (0.7 % passing #200)Grain Size (0.4 % passing #200)Remolded Shear(50 psf, 35 deg.) Sulfate TestGrain Size (1.5 % passing #200)Grain Size(4.3 % passing #200) Grain Size(3.3 % passing #200) Grain Size(5.8 % passing #200) Grain Size(15.2 % passing #200) Grain Size(9.6 % passing #200) 467 RESIDUAL SOIL (Af): Upper 4” medium brown sandy SILT, moist, loose, planter soil MARINE DEPOSITS (Qm): Tan-gray-brown silty SAND, moist, abundant shells Gray-brown silty SAND, moist, scattered shells SPT1 at 4’: Gray-brown silty SAND, moist, medium dense, fine to coarse grained, scattered shells SPT2 at 6’: Gray-brown silty SAND, moist, medium dense, fine to medium grained, red staining SPT3 at 8’: Gray-brown silty SAND, moist to wet (in tip), medium dense, fine grained SPT4 at 10’: Gray-brown silty SAND, wet, medium dense, fine to coarse grained, scattered shells SPT5 at 12’: Gray-brown silty SAND, wet, medium dense, fine grained, more silty SPT6 at 14’: Gray-brown silty SAND, wet, medium dense, fine grained SM SM SM 458SM 556SM 595SP/SM 321SM 101215 SP/SM 5.4 5.3 5.0 6.4 11.0 18.9 27.7 22.6 I I ---------~------------------ -- -- -I - --- -I - -- -I - -I - -I - -- -I - -- -T - -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- PA2022-001 DEPTHUSCSBLOW COUNTIN-PLACE SAMPLEBAG SAMPLEMOISTURE (%)DRY DENSITY (PCF)MATERIAL DESCRIPTION NOTES DEPTHLOG OF BORING R MCCARTHY CONSULTING, INC. 5 10 15 20 25 5 10 15 20 25 EQUIPMENT: 4” Diam Hand Auger SURFACE ELEVATION: 6.5' +/- BORING NO: HA-1 FILE NO: 8596-00 FIGURE B-3 BY: GM Total Depth: 5 feet Water at 4.5 feet Caving at 4.5 feet SITE LOCATION: 729 Via Lido SoudRear beach levelDATE: 7-8-21 Only cap first letter of sentence. Color, MATERIAL TYPE, moisture, stiffness, density, fineness, all other descriptions BEACH/MARINE DEPOSITS (Qm): Upper 6” tan brown silty SAND, moist, loose At 1’: Tan brown silty SAND, moist, loose to medium dense, fine to coarse grained At 3’: Tan brown silty SAND, moist, fine grained At 4.5’: Tan brown silty SAND, wet, fine to coarse grained, scattered shellsSM SM SM 5.0 5.8 15.8 -~ - -- -~ - --I "5< -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- PA2022-001 APPENDIX C LABORATORY TESTING PA2022-001 APPENDIX C LABORATORY TESTING (729 Via Lido South) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 The laboratory testing program was designed to fit the specific needs of this project and was limited to testing the soil samples collected during the on-site exploration. The test program was performed by our laboratory and supplemented with testing by NMG Geotechnical, Inc. Soils were classified visually and per the results of laboratory testing according to ASTM D2487, the Unified Soil Classification System (USCS). The field moisture content and dry densities of the soils encountered were determined by performing laboratory tests on the collected samples. The results of the moisture tests, density determinations and soil classifications are shown on the Boring Logs in Appendix B. Maximum Density The maximum dry density and optimum moisture content relationships were determined for representative samples of the on-site soil. The laboratory standard used was ASTM D1557. The test results are presented below in Table C-1 and on Figure C-1. TABLE C-1 RESULTS OF MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT ASTM D1557 Expansion Index Test Expansion index tests were performed in accordance with ASTM D4829. The results are summarized in Table C-2 below. TABLE C-2 RESULTS OF EXPANSION INDEX ASTM D4829 Test Location Soil Classification Soil Description Maximum Dry Density pcf Optimum Moisture Content % B-1 @ 0-5’SP Gray-brown SAND 112.0 7.5 Test Location Soil Classification Expansion Index Expansion Potential Moisture Content % Saturation % B-1 @ 0-5’ SP 0 Very Low 9.7 Initial 20.5 Final 49 Initial 100 Final PA2022-001 APPENDIX C LABORATORY TESTING (729 Via Lido South) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Gradation Particle size analysis consisting of mechanical sieve analysis were performed on representative samples of the on-site soils in accordance with ASTM D1140 and C-136. The test results are presented graphically herein on Figures C-2 and C-9. The percentage of particles passing the No. 200 (75μm) sieve are tabulated in Table C-3 below: TABLE C-3 GRAIN SIZE – FINES CONTENT Location Classification Percent Fines (Passing #200) Figure No. B-1 @ 1’SP 0.7 C-2 B-1 @ 3’SP 0.4 C-3 B-1 @ 4’SP 1.5 C-4 B-1 @ 6’SP 4.3 C-5 B-1 @ 8’SP 3.3 C-6 B-1 @ 10’SP-SM 5.8 C-7 B-1 @ 12’SM 15.2 C-8 B-1 @ 14’SP-SM 9.6 C-9 Direct Shear - Remolded Direct shear tests were performed on selected samples that were remolded to approximately 90 percent of the pre-determined maximum density of the test soil. The samples were then saturated under a surcharge equal to the applied normal force during testing. The apparatus used is in conformance with the requirements outlined in ASTM D3080. The test specimens, approximately 2.5-inches in diameter and 1-inch in height, were subjected to simple shear along a plane at mid- height after allowing time for pore pressure dissipation prior to application of shearing force. The samples were tested under various normal loads, a different specimen being used for each normal load. The samples were sheared at a constant rate of strain of 0.005-inches per minute. Shearing of the specimens was continued until the shear stress became essentially constant or until a deformation of approximately 10 percent of the original diameter was reached. The peak and ultimate shear stress values were plotted versus applied normal stress, and a best-fit straight line through the plotted points was determined to arrive at the cohesion and the angle of internal friction parameters of the soil samples. The direct shear test results are presented in Figures C-10. PA2022-001 APPENDIX C LABORATORY TESTING (729 Via Lido South) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Sulfate Test A sulfate test was performed by NMG Geotechnical, Inc. The results are included in Table C-4 below: TABLE C-4 RESULTS OF SULFATE TESTS ASTM D4327 Test Location Soil Classification Soluble Sulfates (mg/kg) ASTM D4327 Sulfate Exposure B-1 @ 0-5’SP 500 Low PA2022-001 Date:C-1 Sample Identification B-1 @ 0-5' MAXIMUM DENSITY & OPTIMUM MOISTURE CONTENT DETERMINATION File No.: 8596-00 July - 2021 Figure: Sample Description Gray-brown Sand Maximum Dry Density (pcf)112.0 Optimum Moisture Content (%)7.5 90.0 95.0 100.0 105.0 110.0 115.0 120.0 125.0 130.0 135.0 140.0 0 5 10 15 20 25 30Dry Density (pcf)Moisture Content (%) 2.60 2.65 2.70 R McCARTHY C ONSULTING I INC PA2022-001 MediumGray-brown SANDSAND COBBLEGRAVELB-1PARTICLE SIZE ANALYSIS COMPARISONCC Coarse0.7FineDEPTH (FT)0.9USCSFile No.: 8596-00 Date:SAMPLE IDENTIFICATIONSOIL DESCRIPTION1'CUCLAYPASSING NO. 200 (%)August 2021SILTSPLOCATIONC-2Figure No.:2.501020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I -----r-...... ..... "~ N ' ' ' \ \ ' \ 'N-.-I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-001 CLAYPASSING NO. 200 (%)August 2021SILTSPLOCATIONC-3Figure No.:2.8 0.9USCSFile No.: 8596-00 Date:SAMPLE IDENTIFICATIONSAND COBBLEGRAVELB-1PARTICLE SIZE ANALYSIS COMPARISONCC Coarse0.4FineDEPTH (FT)SOIL DESCRIPTION3'CUMediumGray-brown SAND01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ............... ~ .. ""'""' ,_ r-:.... r---.. .... ~" \" ' ' ' \ \ \ ' \ '~ I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-001 CLAYPASSING NO. 200 (%)August 2021SILTSPLOCATIONC-4Figure No.:2.8 1.0USCSFile No.: 8596-00 Date:SAMPLE IDENTIFICATIONSAND COBBLEGRAVELB-1PARTICLE SIZE ANALYSIS COMPARISONCC Coarse1.5FineDEPTH (FT)SOIL DESCRIPTION4'CUMediumGray-brown SAND01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I ...........__ -r-----.. '-"~ 'I\ \ \ \ \ \ \ !\ I\. ~ """"r-; I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-001 B-1PARTICLE SIZE ANALYSIS COMPARISONFile No.: 8596-00 Date:SILTC-5Figure No.:3.1 1.1August 2021USCSCLAYPASSING NO. 200 (%)Gray-brown SANDSAMPLE IDENTIFICATIONLOCATION COBBLEGRAVELSANDDEPTH (FT)SOIL DESCRIPTION6'CCSPMedium Coarse4.3FineCU01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I -............... "'"" \ i\ \ \ ' ~ !\ \ 1' "'r-, 1' N .... I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-001 B-1PARTICLE SIZE ANALYSIS COMPARISONFile No.: 8596-00 Date:SILTC-6Figure No.:2.9 1.08596-00USCSCLAYPASSING NO. 200 (%)Gray-brown SANDSAMPLE IDENTIFICATIONLOCATION COBBLEGRAVELSANDDEPTH (FT)SOIL DESCRIPTION8'CCSPMedium Coarse3.3FineCU01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I --r----....... "' ' I\ ' \ \ \ \ \ ' \ \ " i"r,. I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-001 B-1PARTICLE SIZE ANALYSIS COMPARISONFile No.: 8596-00 Date:SILTC-7Figure No.:3.4 1.0August 2021USCSCLAYPASSING NO. 200 (%)Gray-brown Silty SANDSAMPLE IDENTIFICATIONLOCATION COBBLEGRAVELSANDDEPTH (FT)SOIL DESCRIPTION10'CCSP-SMMedium Coarse5.8FineCU01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I --~ .. ...... '""" l'i---I"'--. r---...... ............... ""t"I r-., I'\ ~ \ \ ~ 1 \ \ !\ 1' ' N,._ ' ' ~ I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-001 B-1PARTICLE SIZE ANALYSIS COMPARISONFile No.: 8596-00 Date:SILTC-8Figure No.:3.1 0.9August 2021USCSCLAYPASSING NO. 200 (%)Gray-brown Silty SANDSAMPLE IDENTIFICATIONLOCATION COBBLEGRAVELSANDDEPTH (FT)SOIL DESCRIPTION12'CCSMMedium Coarse15.2FineCU01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I -i----lo!,+ ~ ... _ "I \ \ ' \ \i \ \ ~ I\ I'---t..1.1,. I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-001 B-1PARTICLE SIZE ANALYSIS COMPARISONFile No.: 8596-00 Date:SILTC-9Figure No.:3.3 1.0August 2021USCSCLAYPASSING NO. 200 (%)Gray-brown Silty SANDSAMPLE IDENTIFICATIONLOCATION COBBLEGRAVELSANDDEPTH (FT)SOIL DESCRIPTION14'CCSP-SMMedium Coarse9.6FineCU01020304050607080901000.0010.0100.1001.00010.000100.000PERCENT PASSINGPARTICLE SIZE (MILLILMETERS)PARTICLE SIZE (INCHES OR SIEVE NO.)3" 1 1/2" 3/4" 3/8" 4 10 20 40 60 100 200I I I I I I I I -..... I'.. N \ \ ~ i\ \ \ \ 1,1'-,_ ---I I I I I I I I R McCARTHY CONSULTING, INC I PA2022-001 Dry Density (pcf) Angle of Friction - degrees (Ultimate) 30.0101.8 Moisture Content (%) 18.7 B-1 @ 0-5' Characteristics Cohesion - psf (Peak)50 Sample Identification Shear Strength Angle of Friction - degrees (Peak) Cohesion - psf (Ultimate)75 35.0 C-10Figure No.:August - 2021 Rate of Shear 0.005 in/min Sample Type Remolded Date:8596-00 DIRECT SHEAR TEST File No.: 0 1000 2000 3000 4000 5000 6000 0 1000 2000 3000 4000 5000 6000Shearing Stress (psf)Normal Stress (psf) ,/ V V .,,.,,. .,,.,,. ..-' ~ / .,,.,,. , ........ ,,... ..... ,,... ~ ~,.....,,... ,,... / ~,,...,,... I I I I I I RMcCARTHY CONSULTING, INC PA2022-001 Compac1ed Compacted Final Volumetric Expansion Expansive Soluble Sulfate Sample 1\1l oisture Dry Density Moisture Swell lndex1 Classification1 Sulfate Exposure1 (%) fncn (%) (%) Value/Method (%) B-1 0-5' ------------·--0.05 so ., ., Test Method: Notes: ASTM 04829 I . Expansion .Index (EI) method of determination: · HACH SF-I (Turbidimetric) [A] E.L determined by adjusting water content to achieve a 50 ±2% degree of saturation [BJ E.l. calculated based on measured saturation within the range of 40% and 60% 2. ASTM D4829 (Classification of Expansive Soil) 3. ACI-318-14 Table 19.3.1. l (Requirement for Concrete Exposed to Sulfate-Containing Solutions) Expansion Index · Project No. 20132-25 ~ and Soluble Sulfate Project Name: R. McCarthy / 729 Via Lido Soud (8596-00) . · Test Results NMG (FRM00I Rev.5) PA2022-001 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 APPENDIX D STANDARD GRADING GUIDELINES PA2022-001 APPENDIX D STANDARD GRADING GUIDELINES (729 Via Lido Soud) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 GENERAL These Guidelines present the usual and minimum requirements for grading operations observed by R McCarthy Consulting, Inc., (RMC), or its designated representative. No deviation from these guidelines will be allowed, except where specifically superseded in the geotechnical report signed by a registered geotechnical engineer. The placement, spreading, mixing, watering, and compaction of the fills in strict accordance with these guidelines shall be the sole responsibility of the Contractor. The construction, excavation, and placement of fill shall be under the direct observation of the Geotechnical Engineer or any person or persons employed by the licensed Geotechnical Engineer signing the soils report. If unsatisfactory soil-related conditions exist, the Geotechnical Engineer shall have the authority to reject the compacted fill ground and, if necessary, excavation equipment will be shut down to permit completion of compaction. Conformance with these specifications will be discussed in the final report issued by the Geotechnical Engineer. SITE PREPARATION All brush, vegetation and other deleterious material such as rubbish shall be collected, piled and removed from the site prior to placing fill, leaving the site clear and free from objectionable material. Soil, alluvium, or rock materials determined by the Geotechnical Engineer as being unsuitable for placement in compacted fills shall be removed from the site. Any material incorporated as part of a compacted fill must be approved by the Geotechnical Engineer. The surface shall then be plowed or scarified to a minimum depth of 6-inches until the surface is free from uneven features that would tend to prevent uniform compaction by the equipment used. After the area to receive fill has been cleared and scarified, it shall be disced or bladed by the contractor until it is uniform and free from large clods, brought to the proper moisture content and compacted to minimum requirements. If the scarified zone is greater than 12- inches in depth, the excess shall be removed and placed in lifts restricted to 6-inches. Any underground structures such as cesspools, cisterns, mining shafts, tunnels, septic tanks, wells, pipe lines or others not located prior to grading are to be removed or treated in a manner prescribed by the Geotechnical Engineer. MATERIALS Materials for compacted fill shall consist of materials previously approved by the Geotechnical Engineer. Fill materials may be excavated from the cut area or imported from other approved sources, and soils from one or more sources may be blended. Fill soils shall be free from organic (vegetation) materials and other unsuitable substances. Normally, the material shall contain no rocks or hard lumps greater than 6-inches in size and shall contain at least 50 percent of material smaller than 1/4-inch in size. Materials greater than 4-inches in size shall be PA2022-001 APPENDIX D STANDARD GRADING GUIDELINES (729 Via Lido Soud) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 placed so that they are completely surrounded by compacted fines; no nesting of rocks shall be permitted. No material of a perishable, spongy, or otherwise of an unsuitable nature shall be used in the fill soils. Representative samples of materials to be utilized, as compacted fill shall be analyzed in the laboratory by the Geotechnical Engineer to determine their physical properties. If any material other than that previously tested is encountered during grading, the appropriate analysis of this material shall be conducted by the Geotechnical Engineer in a timely manner. PLACING, SPREADING, AND COMPACTING FILL MATERIAL Soil materials shall be uniformly and evenly processed, spread, watered, and compacted in thin lifts not to exceed 6-inches in thickness. Achievement of a uniformly dense and uniformly moisture conditioned compacted soil layer should be the objective of the equipment operators performing the work for the Owner and Contractor. When the moisture content of the fill material is below that specified by the Geotechnical Engineer, water shall be added by the Contractor until the moisture content is near optimum as specified. Moisture levels should generally be at optimum moisture content or greater. When the moisture content of the fill material is above that specified by the Geotechnical Engineer, the fill material shall be aerated by the Contractor by blading, mixing, or other satisfactory methods until the moisture content is near the specified level. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to 90 percent of the maximum laboratory density in compliance with ASTM D1557 (five layers). Compaction shall be accomplished by sheepsfoot rollers, vibratory rollers, multiple-wheel pneumatic-tired rollers, or other types of acceptable compacting equipment. Equipment shall be of such design that it will be able to compact the fill to the specified density. Compaction shall be continuous over the entire area and the equipment shall make sufficient passes to obtain the desired density uniformly. A minimum relative compaction of 90 percent out to the finished slope face of all fill slopes will be required. Compacting of the slopes shall be accomplished by backrolling the slopes in increments of 2 to 5 feet in elevation gain or by overbuilding and cutting back to the compacted inner core, or by any other procedure, which produces the required compaction. GRADING OBSERVATIONS The Geotechnical Engineer shall observe the fill placement during the course of the grading process and will prepare a written report upon completion of grading. The compaction report shall make a statement as to compliance with these guidelines. As a minimum, one density test shall be required for each 2 vertical feet of fill placed, or 1 for each 1,000 cubic yards of fill, whichever requires the greater number of tests; however, testing should not be limited based on these guidelines and more testing is generally preferable. PA2022-001 APPENDIX D STANDARD GRADING GUIDELINES (729 Via Lido Soud) R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Processed ground to receive fill, including removal areas such as canyon or swale cleanouts, must be observed by the Geotechnical Engineer and/or Engineering Geologist prior to fill placement. The Contractor shall notify the Geotechnical Engineer when these areas are ready for observation. UTILITY LINE BACKFILL Utility line backfill beneath and adjacent to structures; beneath pavements; adjacent and parallel to the toe of a slope; and in sloping surfaces steeper than ten horizontal to one vertical (10:1), shall be compacted and tested in accordance with the criteria given in the text of this report. Alternately, relatively self-compacting material may be used. The material specification and method of placement shall be recommended and observed by the Soil Engineer, and approved by the Geotechnical Engineer and Building Official before use and prior to backfilling. Utility line backfill in areas other than those stated above are generally subject to similar compaction standards and will require approval by the Soil Engineer. The final utility line backfill report from the Project Soil Engineer shall include an approval statement that the backfill is suitable for the intended use. PROTECTION OF WORK During the grading process and prior to the complete construction of permanent drainage controls, it shall be the responsibility of the Contractor to provide good drainage and prevent ponding of water and damage to adjoining properties or to finished work on the site. After the Geotechnical Engineer has finished observations of the completed grading, no further excavations and/or filling shall be performed without the approval of the Geotechnical Engineer. PA2022-001 APPENDIX E RESULTS OF LIQUEFACTION ANALYSES PA2022-001 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150, Newport Beach, CA 92660 Table E-1 File No: 8596-00 Results of Seismic Hazard Analyses Summary 729 Via Lido Soud Liquefaction and Seismic Settlement Potential Smax Figure Condition Boring # (inches) E-1/E-2 Graded Site B-1 0.44 Smax = Calculated seismically induced settlement of potential liquefiable and dry sand layers Please see the associated figures and spreadsheet for additional details. Computation: GeoAdvanced GeoSuite Software Version 3.1.0.1, developed by Fred Yi, PhD, PE, GE www.geoadvanced.com PA2022-001 Project:Location:Project No.: Boring No.: Enclosure:Liquefaction Potential - SPT DataArmour729 Via Lido Soud8596-00 B-1 E-1GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCECopyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial CopyPrepared at 9/11/2021 6:13:11 PMC:\Users\robma\RMC Costa Mesa Dropbox\Employee List\Expansion\Projects\8500-8599-00 RMC Project Files\8596-00 - 729 Via Lido Soud, NB\Liquefaction\GeoSuite_8596-00_B-1.csvSPSilt Correction: K=(1-FC)⁰ˑ⁷⁵Earthquake & Groundwater Information:Magnitude = 7.2Max. Acceleration = 0.75 gProject GW = 8.5 ftMaximum Settlement = 0.44 inSettl. at Bottom of Footing = 0.44 inLiquefaction: Boulanger & Idriss (2010-16)Settl.: [dry] Pradel (1998); [sat] Tokimatsu & Seed (1987)Lateral spreading: Idriss & Boulanger (2008)M correction: [Sand] Boulanger & Idriss(2004)σv correction: Idriss & Boulanger (2008)Stress reduction: Idriss & Boulanger (2008)SPSPSPSPUSCS02040N60|(N1)600204060DR(%)024OCRG000.20.4CSR7.5|CRR7.501FS15|FS50|FS8551015Depth (ft)Project GWBoring GWBottom of FootingR McCARTHY C□NSUL TING I INC PA2022-001 Project:Location:Project No.: Boring No.: Enclosure:Seismic Settlement Potential - SPT DataArmour729 Via Lido Soud8596-00 B-1 E-2GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCECopyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial CopyPrepared at 9/11/2021 6:13:11 PMC:\Users\robma\RMC Costa Mesa Dropbox\Employee List\Expansion\Projects\8500-8599-00 RMC Project Files\8596-00 - 729 Via Lido Soud, NB\Liquefaction\GeoSuite_8596-00_B-1.csvSPSilt Correction: K=(1-FC)⁰ˑ⁷⁵Earthquake & Groundwater Information:Magnitude = 7.2Max. Acceleration = 0.75 gProject GW = 8.5 ftMaximum Settlement = 0.44 inSettl. at Bottom of Footing = 0.44 inLiquefaction: Boulanger & Idriss (2010-16)Settl.: [dry] Pradel (1998); [sat] Tokimatsu & Seed (1987)Lateral spreading: Idriss & Boulanger (2008)M correction: [Sand] Boulanger & Idriss(2004)σv correction: Idriss & Boulanger (2008)Stress reduction: Idriss & Boulanger (2008)SPSPSPSPUSCS02040N60|(N1)600 204060DR(%)024OCRG000.20.4CSR7.5|CRR7.501FS15|FS50|FS85024γmax(%)Pd00.511.5εv(%)Pd00.20.4ΣSi(in)Pd51015Depth (ft)Project GWBoring GWBottom of Footing' ·v: {"} '·· Jil!::;~1:i -'.'j'.:.:..t\;Pj'.:.:..t-:~1.'j'.:..:. R McCARTHY C□NSUL TING I INC PA2022-001 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Z b(ft)Zm(ft)γ (pcf)N 60 FC(%)CC(%)USCS φ (°)C' (tsf)σ v0 (tsf)σ v0 ' (tsf)CN C s (N 1 )60 (N1 )60cs DR (%)V s (m/s)V s (ft/s)G0 (kPa) 0.50 0.25 100.0 14.3 1.0 0.0 17 36.2 0.0 0.01 0.01 1.7 1.0 24.3 24.3 68.4 232.3 762.3 86,471.0 1.00 0.75 100.0 14.3 1.0 0.0 17 36.2 0.0 0.04 0.04 1.7 1.0 24.3 24.3 68.4 231.0 757.9 85,482.7 1.50 1.25 100.0 14.3 1.0 0.0 17 36.2 0.0 0.06 0.06 1.7 1.0 24.3 24.3 68.4 229.7 753.7 84,538.1 2.00 1.75 100.0 14.3 1.0 0.0 17 36.2 0.0 0.09 0.09 1.7 1.0 24.3 24.3 68.4 228.5 749.7 83,633.8 2.50 2.25 100.0 14.3 1.0 0.0 17 36.2 0.0 0.11 0.11 1.7 1.0 24.3 24.3 68.4 227.3 745.8 82,767.1 3.00 2.75 100.0 14.3 1.0 0.0 17 36.2 0.0 0.14 0.14 1.7 1.0 24.3 24.3 68.4 226.2 742.0 81,935.2 3.50 3.25 100.0 14.3 1.0 0.0 17 36.2 0.0 0.16 0.16 1.7 1.0 24.3 24.3 68.4 225.1 738.4 81,135.8 4.00 3.75 100.0 10.3 1.0 0.0 17 33.9 0.0 0.19 0.19 1.7 1.0 17.6 17.6 58.1 212.2 696.1 72,105.2 4.50 4.25 100.0 10.3 1.0 0.0 17 33.9 0.0 0.21 0.21 1.7 1.0 17.6 17.6 58.1 211.2 692.9 71,440.6 5.00 4.75 100.0 10.3 1.0 0.0 17 33.9 0.0 0.24 0.24 1.7 1.0 17.6 17.6 58.1 210.2 689.7 70,799.8 5.50 5.25 100.0 10.3 1.0 0.0 17 33.9 0.0 0.26 0.26 1.7 1.0 17.6 17.6 58.1 209.3 686.7 70,181.4 6.00 5.75 100.0 10.3 2.0 0.0 17 33.9 0.0 0.29 0.29 1.7 1.0 17.6 17.6 58.1 208.4 683.8 69,584.1 6.50 6.25 100.0 10.3 2.0 0.0 17 33.9 0.0 0.31 0.31 1.7 1.0 17.6 17.6 58.1 207.6 681.0 69,006.6 7.00 6.75 100.0 10.3 2.0 0.0 17 33.9 0.0 0.34 0.34 1.7 1.0 17.5 17.5 58.1 206.7 678.2 68,447.8 7.50 7.25 100.0 10.5 2.0 0.0 17 33.8 0.0 0.36 0.36 1.6 1.0 17.2 17.2 57.5 206.3 676.9 68,184.1 8.00 7.75 100.0 10.6 2.0 0.0 17 33.7 0.0 0.39 0.39 1.6 1.0 17.0 17.0 57.2 208.1 682.8 69,378.7 8.50 8.25 100.0 9.1 4.0 0.0 17 32.7 0.0 0.41 0.41 1.6 1.0 14.5 14.5 52.8 204.8 671.8 67,168.0 9.00 8.75 100.0 9.3 4.0 0.0 17 32.7 0.0 0.44 0.43 1.6 1.0 14.4 14.4 52.7 206.6 677.7 68,343.8 9.50 9.25 100.0 9.4 4.0 0.0 17 32.7 0.0 0.46 0.44 1.5 1.0 14.5 14.5 52.8 207.7 681.4 69,099.9 10.00 9.75 110.0 12.1 3.0 0.0 17 34.0 0.0 0.49 0.45 1.5 1.0 17.9 17.9 58.7 207.5 680.7 75,852.3 10.10 10.05 110.0 12.2 3.0 0.0 17 34.0 0.0 0.51 0.46 1.5 1.0 17.9 17.9 58.7 208.2 683.1 76,385.1 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 9/11/2021 6:13:11 PM PA2022-001 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Z b (ft)Z m(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.10 10.05 G 0 (tsf)σp ' (tsf)OCR G0 S u /σ v0'K0 r d MSF K σ K α CSR 7.5 CRR 7.5 FS τ av(tsf)p (tsf)G/G0 γ max (%)ε v (%) 903.0 0.06 5.0 1.1 1.00 1.07 1.10 1.00 0.41 0.27 0.01 0.01 0.5683 0.001 0.0007 892.7 0.19 5.0 1.1 1.00 1.07 1.10 1.00 0.41 0.27 0.02 0.04 0.2766 0.002 0.0024 882.8 0.31 5.0 1.1 1.00 1.07 1.10 1.00 0.41 0.27 0.03 0.06 0.1532 0.004 0.0045 873.4 0.44 5.0 1.1 1.00 1.07 1.10 1.00 0.41 0.27 0.04 0.09 0.0925 0.006 0.0071 864.3 0.56 5.0 1.1 1.00 1.07 1.10 1.00 0.41 0.27 0.05 0.12 0.0543 0.009 0.0101 855.6 0.69 5.0 1.1 0.99 1.07 1.10 1.00 0.41 0.27 0.07 0.14 0.0322 0.012 0.0136 847.3 0.81 5.0 1.1 0.99 1.07 1.10 1.00 0.41 0.27 0.08 0.17 0.0297 0.015 0.0178 753.0 0.94 5.0 1.1 0.99 1.04 1.10 1.00 0.42 0.18 0.09 0.20 0.0346 0.022 0.0412 746.0 1.06 5.0 1.1 0.99 1.04 1.10 1.00 0.42 0.18 0.10 0.22 0.0392 0.027 0.0523 739.3 1.19 5.0 1.1 0.99 1.04 1.10 1.00 0.42 0.18 0.11 0.25 0.0437 0.033 0.0653 732.9 1.31 5.0 1.1 0.99 1.04 1.10 1.00 0.42 0.18 0.13 0.28 0.0482 0.039 0.0806 726.6 1.37 4.8 1.1 0.99 1.04 1.10 1.00 0.42 0.18 0.14 0.30 0.0493 0.047 0.1002 720.6 1.42 4.6 1.0 0.98 1.04 1.10 1.00 0.42 0.18 0.15 0.32 0.0504 0.057 0.1239 714.8 1.48 4.4 1.0 0.98 1.04 1.10 1.00 0.42 0.18 0.16 0.34 0.0513 0.068 0.1522 712.0 1.53 4.2 1.0 0.98 1.04 1.10 1.00 0.42 0.18 0.17 0.36 0.0521 0.079 0.1806 724.5 1.59 4.1 1.0 0.98 1.04 1.10 1.00 0.42 0.17 0.19 0.38 0.0530 0.086 0.1975 701.4 1.61 3.9 1.0 0.98 1.03 1.10 1.00 0.42 0.15 0.20 0.40 0.0515 0.110 0.3108 713.7 1.65 3.8 1.0 0.98 1.03 1.09 1.00 0.43 0.15 0.35 0.21 0.42 5.322 1.9639 721.6 1.67 3.8 0.9 0.97 1.03 1.09 1.00 0.45 0.15 0.34 0.22 0.42 5.322 1.9613 792.1 1.76 3.9 0.9 0.97 1.04 1.10 1.00 0.45 0.18 0.41 0.23 0.43 5.348 1.6836 797.7 1.78 3.9 0.9 0.97 1.04 1.10 1.00 0.46 0.18 0.40 0.24 0.44 5.348 1.6840 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 9/11/2021 6:13:11 PM PA2022-001 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Z b(ft)Zm (ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.10 10.05 ΔSi ΣS i (in)ΔD i ΣDi (in)G 0 (tsf)Pd G/G 0Pd γ max (%)Pd ε v (%)Pd ΔS i ΣS i (in)Pd γ max (%)TS ε v (%)TS ΔS i ΣSi (in)TS 0.00 0.44 903.0 0.9155 0.001 0.0007 0.00 0.44 0.001 0.0017 0.00 0.45 0.00 0.44 892.7 0.8497 0.002 0.0024 0.00 0.44 0.002 0.0039 0.00 0.45 0.00 0.44 882.8 0.7986 0.004 0.0045 0.00 0.44 0.004 0.0073 0.00 0.45 0.00 0.44 873.4 0.7535 0.006 0.0071 0.00 0.44 0.007 0.0113 0.00 0.45 0.00 0.44 864.3 0.7118 0.009 0.0101 0.00 0.44 0.009 0.0157 0.00 0.45 0.00 0.44 855.6 0.6726 0.012 0.0136 0.00 0.44 0.012 0.0206 0.00 0.45 0.00 0.44 847.3 0.6354 0.015 0.0178 0.00 0.44 0.015 0.0257 0.00 0.45 0.00 0.43 753.0 0.5440 0.022 0.0412 0.00 0.43 0.022 0.0574 0.00 0.44 0.00 0.43 746.0 0.5071 0.027 0.0523 0.00 0.43 0.028 0.0707 0.00 0.44 0.00 0.43 739.3 0.4723 0.033 0.0653 0.00 0.43 0.033 0.0857 0.01 0.43 0.00 0.42 732.9 0.4395 0.039 0.0806 0.00 0.42 0.040 0.1015 0.01 0.43 0.01 0.41 726.6 0.4019 0.047 0.1002 0.01 0.41 0.047 0.1197 0.01 0.42 0.01 0.41 720.6 0.3668 0.057 0.1239 0.01 0.41 0.055 0.1421 0.01 0.41 0.01 0.40 714.8 0.3342 0.068 0.1522 0.01 0.40 0.064 0.1651 0.01 0.40 0.01 0.39 712.0 0.3074 0.079 0.1806 0.01 0.39 0.073 0.1934 0.01 0.39 0.01 0.38 724.5 0.2971 0.086 0.1975 0.01 0.38 0.079 0.2121 0.01 0.38 0.02 0.36 701.4 0.2557 0.110 0.3108 0.02 0.36 0.098 0.3250 0.02 0.36 0.12 0.24 713.7 5.322 1.9639 0.12 0.24 5.322 1.9639 0.12 0.24 0.12 0.12 721.6 5.322 1.9613 0.12 0.12 5.322 1.9613 0.12 0.12 0.10 0.02 792.1 5.348 1.6836 0.10 0.02 5.348 1.6836 0.10 0.02 0.02 0.00 797.7 5.348 1.6840 0.02 0.00 5.348 1.6840 0.02 0.00 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 9/11/2021 6:13:11 PM PA2022-001 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Z b(ft)Zm(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.10 10.05 γ max (%)Yi ε v (%)Yi ΔS i ΣS i (in)Yi γ max (%)UC ε v (%)UC ΔS i ΣSi (in)UC σ p ' (tsf)OCR Dr σ p ' (tsf)OCR N60 N1jpcs V s (m/s)Ad V s (m/s)UC 0.004 0.0067 0.00 1.62 0.001 0.0008 0.00 0.42 0.06 5.0 0.08 6.7 34.1 150.8 77.0 0.025 0.0414 0.00 1.61 0.002 0.0008 0.00 0.42 0.19 5.0 0.25 6.7 33.0 150.8 100.1 0.075 0.1243 0.01 1.61 0.004 0.0008 0.00 0.42 0.31 5.0 0.42 6.7 31.9 150.8 113.1 0.173 0.2878 0.02 1.59 0.006 0.0008 0.00 0.42 0.44 5.0 0.59 6.7 30.9 150.8 122.5 0.379 0.6302 0.04 1.55 0.009 0.0008 0.00 0.42 0.56 5.0 0.75 6.7 29.9 150.8 130.1 0.781 1.2617 0.08 1.48 0.012 0.0014 0.00 0.42 0.69 5.0 0.92 6.7 29.0 150.8 136.5 1.000 1.2616 0.08 1.40 0.015 0.0051 0.00 0.42 0.81 5.0 1.09 6.7 28.2 150.8 142.1 1.000 1.7072 0.10 1.30 0.022 0.0202 0.00 0.42 0.77 4.1 1.03 5.5 19.8 138.9 142.5 1.000 1.7072 0.10 1.20 0.027 0.0305 0.00 0.42 0.87 4.1 1.17 5.5 19.3 138.9 146.8 1.000 1.7072 0.10 1.09 0.033 0.0429 0.00 0.42 0.98 4.1 1.31 5.5 18.7 138.9 150.8 1.000 1.7072 0.10 0.99 0.039 0.0577 0.00 0.41 1.08 4.1 1.45 5.5 18.3 138.9 154.4 1.000 1.7071 0.10 0.89 0.047 0.0771 0.00 0.41 1.18 4.1 1.59 5.5 17.8 138.9 157.8 1.000 1.7071 0.10 0.79 0.057 0.1008 0.01 0.40 1.29 4.1 1.72 5.5 17.4 138.9 161.0 1.000 1.7104 0.10 0.68 0.068 0.1298 0.01 0.39 1.39 4.1 1.86 5.5 16.9 138.8 164.0 1.000 1.7324 0.10 0.58 0.079 0.1632 0.01 0.38 1.47 4.1 2.01 5.6 16.7 138.2 167.0 1.000 1.7481 0.10 0.47 0.086 0.1837 0.01 0.37 1.49 3.9 2.05 5.3 16.6 139.7 170.0 1.000 1.9563 0.12 0.36 0.110 0.2805 0.02 0.36 1.33 3.2 1.88 4.5 14.0 136.4 170.0 5.322 1.9639 0.12 0.24 5.322 1.9639 0.12 0.24 1.34 3.1 1.89 4.4 13.9 137.6 171.9 5.322 1.9613 0.12 0.12 5.322 1.9613 0.12 0.12 1.35 3.1 1.91 4.3 14.0 138.4 173.0 5.348 1.6836 0.10 0.02 5.348 1.6836 0.10 0.02 1.63 3.6 2.22 4.9 17.9 146.9 178.3 5.348 1.6840 0.02 0.00 5.348 1.6840 0.02 0.00 1.64 3.6 2.23 4.9 17.9 147.5 179.1 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 9/11/2021 6:13:11 PM PA2022-001 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Z b (ft)Z m(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.10 10.05 V s (m/s)UCSa V s (m/s)UCSi Vs (m/s)UCCly Vs (m/s)WDall Vs (m/s)WDSa Vs (m/s)WDSiC p/p a V sp (m/s)Yi Vsv (m/s)Yi σ m' (tsf)Yi OCR Yi G 0(tsf)Yi LDI (in) 77.0 74.0 103.3 55.85 57.66 43.29 0.012 125.92 152.06 0.013 5.00 265.24 100.1 95.2 123.7 75.56 74.24 61.53 0.037 125.92 152.06 0.039 5.00 265.24 113.1 107.1 134.5 86.95 83.49 72.46 0.061 125.92 152.06 0.065 5.00 265.24 122.5 115.7 142.1 95.38 90.21 80.70 0.086 125.92 152.06 0.091 5.00 265.24 130.1 122.6 148.1 102.21 95.58 87.45 0.111 125.92 152.06 0.113 4.61 265.24 136.5 128.4 153.1 108.00 100.09 93.25 0.135 125.92 152.06 0.133 4.19 265.24 142.1 133.4 157.3 113.08 104.01 98.38 0.160 125.92 152.06 0.153 3.86 265.24 142.5 130.1 149.4 109.67 99.74 97.44 0.187 125.13 148.00 0.175 3.59 261.89 146.8 133.9 152.5 113.51 102.65 101.42 0.212 125.13 148.00 0.194 3.38 261.89 150.8 137.3 155.3 117.04 105.31 105.10 0.237 125.13 148.00 0.213 3.20 261.89 154.4 140.5 157.9 120.31 107.77 108.52 0.262 125.13 148.00 0.232 3.05 261.89 157.8 143.5 160.3 123.35 110.05 111.72 0.282 129.38 154.06 0.253 3.02 280.02 161.0 146.3 162.5 126.21 112.18 114.75 0.301 133.42 154.06 0.274 2.99 297.75 164.0 148.9 164.5 128.91 114.18 117.61 0.321 137.26 154.06 0.295 2.96 315.13 167.0 151.7 167.0 131.82 116.40 120.58 0.340 141.02 154.22 0.316 2.93 332.67 170.0 154.5 169.4 134.74 118.65 123.53 0.360 144.51 156.54 0.336 2.89 349.32 170.0 152.5 165.3 132.67 116.24 122.81 0.379 151.11 163.32 0.363 2.91 381.97 171.9 154.3 167.0 134.58 117.71 124.72 0.393 153.38 165.11 0.377 2.88 393.52 173.0 155.5 168.0 135.75 118.65 125.87 0.400 154.59 166.14 0.384 2.87 399.77 178.3 163.6 178.8 144.29 126.46 132.41 0.410 155.50 167.83 0.393 2.98 444.94 179.1 164.4 179.6 145.13 127.11 133.23 0.416 156.39 168.55 0.399 2.97 450.05 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 9/11/2021 6:13:11 PM PA2022-001 SPT Data Interpretation Liquefaction: Boulanger Idriss (2010-16) Settl.: [dry] Pradel (1998); [sat] Tokimatsu Seed (1987) Z b(ft)Zm(ft) 0.50 0.25 1.00 0.75 1.50 1.25 2.00 1.75 2.50 2.25 3.00 2.75 3.50 3.25 4.00 3.75 4.50 4.25 5.00 4.75 5.50 5.25 6.00 5.75 6.50 6.25 7.00 6.75 7.50 7.25 8.00 7.75 8.50 8.25 9.00 8.75 9.50 9.25 10.00 9.75 10.10 10.05 FS50 FS 85 DE C r N 1.00 0.75 18.0 1.00 0.75 18.0 1.00 0.75 18.0 1.00 0.75 18.0 1.00 0.75 18.0 1.00 0.75 18.0 1.00 0.75 18.0 1.00 0.75 13.0 1.00 0.75 13.0 1.00 0.75 13.0 1.00 0.75 13.0 1.00 0.75 13.0 1.00 0.75 13.0 1.00 0.75 13.0 1.00 0.76 13.0 1.00 0.77 13.0 1.00 0.78 11.0 0.40 0.46 0.00 0.79 11.0 0.39 0.44 0.00 0.81 11.0 0.46 0.53 0.00 0.81 14.0 0.45 0.52 0.00 0.82 14.0 GeoSuite© Version 3.1.0.1. Developed by Fred Yi, PhD, PE, GE, F. ASCE Copyright© 2002 - 2021 GeoAdvanced®. All rights reserved _Commercial Copy Prepared at 9/11/2021 6:13:11 PM PA2022-001 R McCarthy Consulting, Inc. 23 Corporate Plaza, Suite 150 Newport Beach, CA 92660 Phone 949-629-2539 APPENDIX F SEISMICITY DATA PA2022-001 ASCE 7 Hazards Report Address: 729 Via Lido Soud Newport Beach, California 92663 Standard:ASCE/SEI 7-16 Risk Category:II Soil Class:D - Default (see Section 11.4.3) Elevation:9.54 ft (NAVD 88) Latitude: Longitude: 33.609866 -117.913987 Page 1 of 3https://asce7hazardtool.online/Sat Sep 11 2021 ASCE. AMERICAN SOCIETY OF CML ENGINEERS Sum.el Bcocti N1;wp ach L...1t1u1..1 BeJch Don PA2022-001 SS : 1.387 S1 : 0.493 Fa : 1.2 Fv : N/A SMS : 1.665 SM1 : N/A SDS : 1.11 SD1 : N/A TL : 8 PGA : 0.607 PGA M : 0.729 FPGA : 1.2 Ie : 1 Cv : 1.377 Seismic Site Soil Class: Results: Data Accessed: Date Source: D - Default (see Section 11.4.3) USGS Seismic Design Maps Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Sat Sep 11 2021 Page 2 of 3https://asce7hazardtool.online/Sat Sep 11 2021 ASCE. AMERICAN SOCIETY OF CIVIL ENGINEERS PA2022-001 The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. 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