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Home My WebLink About20171030_Preliminary Geotechnical Investigation_10-26-2017PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT LAN6AN For 4302 Ford Road Newport Beach, California Prepared For: Ford Road Holdings, LP Prepared By: Langan Engineering & Environmental Services 32 Executive Park, Suite 130 Irvine, California 92614 26 October 2017 700048801 PA2017-228 I I PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT For 4302 Ford Road Newport Beach, California Prepared For: Ford Road Holdings, LP Prepared By: Langan Engineering & Environmental Services LAN6AN 32 Executive Par~. Suite 130 Irvine. CA 92614 32 Executive Park, Suite 130 lrytne, California 92614 Enrique Riutort, PE, GE Senior Project Engineer GE#2683 Associate CEG#965 Diane M. Fiorelli, PE, GE Senior Associate/Vice President GE#3042 T· 949.255.8640 23 October 2017 700048801 F 949.255.8641 Nww. langan.com PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach California CONTENTS 26 October 201 7 700048801 Page i of ii 1. Introduction ............................................................................................................. 1 2. Project Description ................................................................................................... 1 2.1 Site Description ................................................................................................ 1 2.2 Proposed Construction ..................................................................................... 1 3. Geologic Review ...................................................................................................... 2 3.1 Regional Geology .............................................................................................. 2 3.2 Site Geology ..................................................................................................... 2 3.3 Geologic Hazards .............................................................................................. 2 4. Subsurface Investigation & Laboratory Testing ........................................................ 4 4.1 Subsurface Investigation ................................................................................... 4 4.2 Percolation Testing ........................................................................................... 5 4.3 Laboratory Testing ............................................................................................ 5 5. Subsurface Conditions ............................................................................................. 5 6. Foundation Evaluation and Recommendations ......................................................... 6 6.1 Shallow Foundations ......................................................................................... 6 6.2 Lateral Resistance ............................................................................................. 6 6.3 Seismic Design Parameters .............................................................................. 7 6.4 Corrosion Considerations .................................................................................. 7 6.5 Floor Slabs ........................................................................................................ 7 7. Temporary And Permanent Retaining Walls ............................................................. 8 8. Construction Recommendations .............................................................................. 9 8.1 Excavation and Grading ..................................................................................... 9 8.3 Site Drainage and Temporary Construction Dewatering .................................. 10 8.4 Fill Material and Compaction Criteria ............................................................... 10 8.5 Utility Support ................................................................................................. 10 8.6 Stormwater Infiltration .................................................................................... 11 9. Protection of Neighboring Structures And Site Features ........................................ 11 10. Construction Documents and Quality Control ..................................................... 11 11. Owner and Contractor Obligations ..................................................................... 11 12. Limitations .......................................................................................................... 12 13. References ......................................................................................................... 13 LANGAN PA2017-228 Preliminary Geotechnicaf Investigation Report 4302 Ford Road Newport Beach California FIGURES 1 Site Vicinity 2 Boring Location Plan 3A CGS Fault Activity Map of California 3B CGS Fault Activity Map of California Legend 4 City of Newport Beach Seismic Hazards Map 5 City of Newport Beach Coastal Hazards Map 6 City of Newport Beach Flood Hazards Map 7 Design Earth Pressures for Below-Grade Walls 8 Subsurface Cross Section A-A' 9 Subsurface Cross Section B-B' APPENDICES A EQSearch & USGS ANSS Results B Boring Logs C CPT Logs D Laboratory Test Results E Percolation Test Results 26 October 2017 700048801 Page ii of ii LANGAN PA2017-228 Preliminary Geotechnicaf Investigation Report 4302 Ford Road Newport Beach California 1. INTRODUCTION 26 October 201 7 700048801 Page 1of12 As requested. and in accordance with our revised proposal, dated 7 September 2017 and subsequent authorization by Hines (the Client), we have completed a preliminary geotechnical engineering investigation for the proposed construction of a three-story apartment building with a two-story below grade parking garage (the Project) at 4302 Ford Road in the city of Newport Beach, Orange County, California (the Site). The purpose of this report is to summarize our understanding of the geotechnical aspects of the Site including existing site conditions, summarize our subsurface investigation and findings, and provide preliminary geotechnical, seismic, and foundation recommendations for the Project. The recommendations provided herein are based on the 2016 California Building Code (2016 CBC), and City of Newport Beach's Title 15 -Buildings and Construction Code, specifically Excavation and Grading Code (Chapter 15.10). Elevations referenced herein are with respect to Northern American Vertical Datum of 1988 (NAVD88), unless otherwise noted. Environmental issues (such as potentially contaminated soil) are outside the scope of this study and should be addressed in a separate study, if applicable. 2. PROJECT DESCRIPTION 2.1 Site Description The Site is an approximate 1 acre trapezoidal-shaped parcel located at the southeast corner of MacArthur Boulevard and Bonita Canyon Drive at 4302 Ford Road in the city of Newport Beach, California. The Site is bounded by MacArthur Boulevard to the west, Bonita Canyon Drive to the north, Bonita Canyon Sports Park to the south and an existing AT&T building to the east, as shown on Figure 1. The central and western part of the Site is currently vegetated with ground cover, shrubs, and mature trees. The southern site limits run parallel with an existing concrete pedestrian jogging path, in addition to ascending upwards to the concrete jogging path with an approximate 2H: 1 V (horizontal:vertical) fill slope from el. 192 to approximate el. 200. The eastern part of the Site slopes upward at approximately a 2H: 1 V fill slope that ascends from el. 192 to approximate el. 200 and existing AT&T employee only parking lot. The natural slope is vegetated with ground cover, shrubs, and cactus. 2.2 Proposed Construction Based on proposed site plans and elevation sections provided by the Client on 7 September 2017, as well as a meeting on 14 August 2017, we understand the Project will consist of construction of a three-story above grade multi-family building built on top of a two- story below grade parking structure. Proposed construction footprint is approximately 16,600 square feet. LANGAN PA2017-228 I l J Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach California 3. GEOLOGIC REVIEW 3.1 Regional Geology 26 October 2017 700048801 Page 2 of 12 The Site is located within the Peninsular Ranges Geomorphic Province of Southern California. The Peninsular Ranges Geomorphic Province consists of a series of mountain ranges separated by northwest trending valleys subparallel to faults that branch from the San Andreas Fault. Specifically, the Site is located on the western margin of the Los Angeles Basin, an extensive sediment-filled depression bound by the Santa Monica and San Gabriel Mountains to the north, the Pacific Ocean to the west, the Palos Verdes Peninsula to the southwest, San Jose Hills to the south, Santa Ana Mountains to the southeast, and the Puente and Chino Hills to the east. The structural history of the Los Angeles Basin includes extension and strike-slip faulting followed by oblique contraction via thrusting and strike-slip fau lting. 3.2 Site Geology According to the California Geological Survey (CGS), "Seismic Hazard Zone Report for the Tustin 7.5-Minute Quadrangle, Orange County, California (SHZR 012)", the site is underlain by Pleistocene marine deposits (Ovoma+aa). In general, the deposit consist of dense to very dense sand and silty sand with local looser fine sands and silty layers. Underlying the Pleistocene marine deposits is Capistrano Formation. In general the Capistrano formation consists of grey fine sandy siltstone with local clay layers. 3.3 Geologic Hazards Our geologic hazard review was performed in general accordance with California Geological Survey (CGS) "Special Publication 117A, Guidelines for Evaluating and Mitigating Seismic Haza rds in California". the 2006 City of Newport Beach (City) General Plan -Safety Element, 2015 County of Riverside (County) General Plan, Safety Element, and the 2016 edition of California Building Code (2016 CBC). The following subsections present the results of our review of geologic hazards as they pertain to the Site. Regional Faulting -Recognized and mapped faults that are located within a 100 kilometer (km) radius of the Site based on the CGS "201 O Fault Activity Map of California" (Fault Activity Map) and "An Explanatory Text to Accompany the Fault Activity Map of California" (Explanatory Text) are shown on Figures 3A and 3B, respectively. Based on our review, the closest known currently established Holocene-age faults to the Site are the North Branch Fault, approximately 5.2 miles west of the Site, and an unnamed fault, approximately 13.4 miles west of the Site. The Site is located in a seismically active area that has historically been affected by generally moderate to occasionally high levels of ground motion. Due to the Site's close proximity to several active faults, the proposed development will probably experience similar moderate to occasionally high ground shaking from these fault as well as ground shaking from other seismically active faults of the southern California region. Regional Seismicity -A search of the CGS earthquake catalogue using the computer program EOSearch found that 64 earthquakes with magnitude 5.0 or greater have occurred within a 100- km radius of the Site between 1800 and 2017. In addition, a search of the USGS ANSS Comprehensive Earthquake Catalog, updated through 22 October 2017 using a web-based Earthquake Archive Search and URL builder tool, found that 25 earthquakes with magnitudes LANGAN PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach. California 26 October 201 7 700048801 Page 3 of 12 between 5.0 or greater have occurred within a 100-km radius of the Site between 1900 and 2017. Summaries of the EQSearch and USGS ANSS reported earthquakes are provided in Appendix A. Surface Rupture -The Site is not within a mapped Alquist-Priolo Earthquake Fault Zones as defined by the Alquist-Priolo Earthquake Fault Zoning (AP) Act. Geologic review does not indicate the presence of active surface faulting within the Site. Liquefaction -Liquefaction is a transformation of soil from a solid to a liquefied state during which saturated soil temporarily loses strength resulting from the buildup of excess pore water pressure, during earthquake-induced cyclic loading. Soil susceptible to liquefaction includes loose to medium dense sand and gravel. low-plasticity silt. and some low-plasticity clay deposits. Based on the CGS, "Earthquake Zones of Required Investigation Tustin Quadrangle (SHZ Tustin 7.5 Minute Quadrangle)" (2001 ), -the site is not located within a currently established area that is susceptible to liquefaction. Based on the City of Newport Beach's "General Plan, Safety Element" (2006), the Site is not located within a currently established area that is susceptible to liquefaction. Refer to Figure 4. Lateral Spreading -Lateral spreading is a phenomenon in which a surficial soil displaces along a shear zone that has formed within an underlying liquefied layer. The surficial blocks are transported downslope or in the direction of a free face, such as a slope, by earthquake and gravitational forces. The Site is not located within a currently established liquefaction hazard zone; therefore, lateral spreading is not anticipated. Refer to Figure 4. Seismic-Induced Ground Deformations -Seismic-induced ground deformations include ground surface settlement and differential settlement resulting from liquefaction-induced ground deformation and cyclic densification of unsaturated sands and gravels due to earthquakes. The Site is not located within a liquefaction hazard zone and groundwater is about 50 feet below grade; therefore, liquefaction-induced ground deformations are not anticipated. The Site will be underlain by engineered fill overlying competent marine deposits; therefore, significant differential settlement due to cyclic densification is not anticipated. Landslides -Based on the City's Safety Element, the Site is not located within an earthquake- induced landslide hazard zone or a landslide potential hazard zone. Refer to Figure 4. Historic High Groundwater -Based on the City's Safety Element -Geology and Seismic Hazards Section and site-specific data, the historically highest groundwater is estimated to be about 50 feet below ground surface. Flood Mapping -Based on City's Safety Element -Flood Hazard Section and related Exh ibit S-5 Flood Hazards, the Site is not located within a currently established flood hazard area. Refer to Figure 6. Based on Federal Emergency Management Agency's (FEMA) Flood In surance Rate Map (FIRM) Number 06059C0288J, dated 3 December 2009, and revised to reflect 11 July 2014 Letter Of Map Revision, the Site is within a currently established 'Zone X; areas of 0.2% annual flood, areas of 1 % annual change of flood with average depths of less than 1 foot or with drainage areas less than 1 square mile, and are protected by levees from 1 % annual chance flood. LANGAN PA2017-228 Preliminary Geotechnica/ Investigation Report 4302 Ford Road Newport Beach California 26 October 201 7 700048801 Page 4 of 12 Tsunami and Seiche - A tsunami is a long high sea wave caused by an earthquake, submarine landslide, or other disturbance. A seiche is oscillation of surface water in an enclosed or semi- enclosed basin such as a lake, bay, or harbor. The Site is not located near a coastline and the Site is not within the immediate vicinity an enclosed body of water therefore; potential for a tsunami or seiche to affect the Site does not exist. Expansive Soils -Expansive soils can result in differential movement of structures including slab heave and cracking, differential movement of foundations, and cracking of pavements and sidewalks. The 2016 CBC defines potentially expansive soils as soils with expansion indices (El) greater than 20. Site-specific El testing was not performed as part of our investigations, and should be performed upon completion of recommended grading. Collapsible Soils -Collapsible soils, or soils susceptible to hydroconsolidation, are geologically young, unconsolidated, low-density, loose, dry soils commonly present in arid to semi-arid regions, such as Southern California. These soils generally occur within wind deposited sands or silts, alluvial fans, colluvial soils, stream banks, or residual mudflow soils. Collapsible soils have granular particles that are chemically cemented in place creating a porous structure. Once water is introduced, the porous structure collapses and the granular particles are rearranged. A rise in groundwater or increase in surface-water infiltration, combined with the weight of a structure, can cause rapid settlement, resulting in cracking of foundations and walls. Based on the reported Site geologic conditions and subsurface information reviewed for the Site, soils potentially susceptible to hydroconsolidation are not anticipated. 4. SUBSURFACE INVESTIGATION & LABORATORY TESTING 4.1 Subsurface Investigation Our field investigation consisted of drilling 3 borings, identified as B-1 through B-3 and performing 2 cone penetrometer tests (CPTs). Borings B-1 and B-3 were drilled to 50 feet below ground surface (bgs). Boring B-2 was drilled to a depth of 70 feet bgs and CPT-1 and CPT-2 were advanced to depths of 70 feet bgs. Ground surface elevations at the boring and CPT locations have been inferred from elevations shown on the site survey with respect to NAVD88. Refer to Figure 2 for approximate boring and CPT locations. In preparation for drilling, the boreholes and CPTs were located in the field by a Langan Engineer, DigAlert Underground Service Alert was contacted to markout known utilities within the public right-of-way, and a private utility locating subcontractor performed a subsurface utility check at the boring locations to check the locations for subsurface utilities or anomalies. The borings were drilled on 5 and 6 October 2017 by 2R Drilling under the full-time observation of a Langan field engineer. A limited-access drill rig with an 8-inch outer diameter hollow stem auger was used to advance the boreholes. Sampling using a 3-inch-outer-diameter split barrel California sampler lined with 2.42-inch-inner- diameter brass rings and a 2-inch outer diameter split-spoon sampler was performed at select depths. Soil materials were visually examined and classified in the field in accordance with the Unified Soil Classification System (USCS). A copy of the Boring Logs is provided in Appendix B. Upon completion of drilling and logging, the borings were backfilled with a bentonite grout mixture. LANGAN PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach California 26 October 2017 70004880/ Page 5 of 12 Two (2) CPTs, identified as LCPT-1 and LCPT-2 were performed on 5 October 2017 by Kehoe Testing and Engineering under full-time engineering observation of a Langan field engineer. The CPTs were advanced to approximately 70 feet below existing grade. CPT holes were backfilled with bentonite and patched with concrete upon completion. The CPTs were performed in accordance with ASTM D5778 by hydraulically pushing a 1 .4-inch- diameter cone-tipped probe into the ground. Electrical strain gauges within the cone continuously measured soil data for the entire depth advanced, including tip resistance at the cone tip and frictional resistance on the friction sleeve behind the cone. Copies of the CPT logs are provided in Appendix C. 4,2 Percolation Testing Two (2) percolation tests were performed in borings at depths of approximately 10 feet below existing ground surface. The percolation tests were performed in general accordance with the methods presented in the "Technical Guidance Document", prepared by Santa Ana Regional Quality Control Board, dated 19 May 2011 (updated December 2013). Percolation test results are attached in Appendix E. 4.3 Laboratory Testing Soil samples obtained from the geotechnical borings were visually examined in the field, and classifications were confirmed by re-examination in our Irvine, California office. The following tests were performed on select samples: • Moisture Content and Density -ASTM D2937 • Direct Shear -ASTM D3080 • Consolidation -ASTM D 2435 • Atterberg Limits -ASTM D 4318 • Sieve Analysis Passing No. 200 -ASTM D 422 • Sulfate Content -DOT CA Test 417-B • Electrical Resistivity -DOT CA Test 532 • Chloride Content -DOT CA Test 422 • Soil pH -DOT CA 643 The laboratory test results are provided in Appendix D. 5. SUBSURFACE CONDITIONS Based on our review of the geologic and subsurface information, and available information obtained to date, the Site has ascending fill slopes on the eastern and southern portion is generally underlain by Pleistocene marine terrace deposits. Our interpretation of the subsurface conditions based on borings, and laboratory test results is summarized below. Refer to Figures 8 and 9, and Boring Logs (Appendix B) and CPT Logs (Appendix C) for additional subsurface information. • Fill (at) -The fill generally consisting of tan to brown, medium dense, silty fine to medium sands with trace amounts of clay. • Pleistocene marine terrace deposits (Ovoma+aal -Marine terrace deposits generally consisting of tan to red-brown, medium dense to very dense, silty and clayey fine to LANGAN PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach California 26 October 2017 700048801 Page 6 of 12 medium sands with varying amounts of silt and clay; as well as grey/brown-red to black, stiff to hard, silty clay with varying amounts of fine sand. • Capistrano Formation (Tes) -Underlying the Pleistocene marine deposits is Capistrano Formation. In general the formation consists of grey fine sandy siltstone with local clay layers. A interlayer of hard light grey siltstone was also encountered at boring location B-2 at an approximate depth of 66 to 71 feet below existing ground surface. • Groundwater -Groundwater was not observed within our borings or measured within the cone penetrometer test locations. 6. FOUNDATION EVALUATION AND RECOMMENDATIONS The available boring data indicates that materials beneath the proposed building consist of Pleistocene marine terrace deposits which are generally suitable for support of the proposed development on shallow foundations (i.e. spread or strip footings). 6.1 Shallow Foundations Shallow footings bearing on Pleistocene marine terrace deposits (Ovoma+aa) may be designed with an allowable bearing pressure of ranging from 3,000 to 4,000 pounds per square foot (psf) per for continuous and spread footings embedded a minimum depth of 24 inches below the lowest adjacent grade and having a minimum width of 12 inches. The recommended bearing pressures can be increased by up to 33 percent for temporary transient loading such as earthquake or wind. Footing excavations should be performed using a backhoe bucket fitted with a smooth steel plate welded across the bucket teeth to minimize disturbance during excavation and to provide a smooth bearing surface. The foundation bearing level excavation subgrade should be observed and approved by a qua I if ied Geotechnical Engineer prior to steel or concrete placement. Foundations should be constructed as soon as possible following subgrade approval. The contractor shall be responsible for maintaining the subgrade in its as approved condition (i.e. free of water, debris, etc.) until the footing is constructed. Shallow foundations designed in accordance with the above parameters are anticipated to settle less than one (1) inch under static loading and less than one (1) inch under dynamic (cyclic) loading with differential settlements less than 0.5 inch over 50 feet. 6.2 Lateral Resistance Foundations bearing on appropriately prepared subgrade at the basement level and first floor level can be designed to resist lateral sliding using a coefficient of friction equal to 0.35. If sliding resistance is deemed insufficient, shear keys can be introduced to provide supplemental sliding resistance. Should additional lateral resistance be required, we should be notified in order to perform additional analyses and develop supplemental recommendations to resist the intended loads. LANGAN PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach California 6.3 Seismic Design Parameters 26 October 2017 700048801 Page 7 of 12 For design of the project in accordance with the seismic provisions of the 2016 California Building Code (2016 CBC), we recommend the following parameters be used: • Mapped Spectral Accelerations S, and S, of 1.630g and 0.594g, respectively. • Site Class D • Site Coefficients FA and Fv of 1.0 and 1.5, respectively. • Maximum Considered Earthquake (MCE) spectral response acceleration parameters at short periods, SMs, and at one-second period, SM,, of 1.630g and 0.891 g, respectively. • Design Earthquake (DE) spectral response acceleration parameters at short period, S05, and at one-second period, S0,, of 1.086g and 0.594g, respectively. • MCE Geometric Mean Peak Ground Acceleration PGAm of 0.651g. 6.4 Corrosion Considerations Chemical analyses performed on existing surficial material are summarized in the following table. Boring ID (Depth) Resistivity pH Sulfate Chloride (ohm-cm) (ppm) (ppm) B-1@ 0-5' 2,400 8.1 1 , 111 73 Based on the minimum resistivity, pH, sulfate and chloride contents, the upper 5 feet of existing surface material are considered to be non-corrosive (Caltrans 2012) to concrete. The sulfate concentration, pH, and chloride concentrations indicate soils are moderately to severly corrosive to ferrous metals. Per American Concrete lnstitute's (ACI), Type II cement (minimum) can be used for concrete exposed non-corrosive soil. Additional corrosion testing should be performed on actual subgrade materials and recommendations prepared during grading as needed to mitigate concrete corrosion and protect ferrous pipes, structures, valves, and fittings to be installed underground at the Site. A copy of the corrosion test results is provided in Appendix C. 6.5 Floor Slabs Expansive soils are not anticipated to impact the slabs or foundations; therefore, we preliminarily recommend the slab on grade located at parking level B2 slab can be designed using a modulus of subgrade reaction of 175 pounds per cubic inch (pci). Slab reinforcement should be designed by a Structural Engineer to include sufficient reinforcement for shrinkage at a minimum. Upon completion of the recommended grading, an evaluation of the expansion potential of the foundation-bearing materials should be made, at which time, final recommendations should be presented. A moisture barrier consisting of 4 inches of clean sand with 6-mil polyethylene capillary break with joints lapped not less than 6 inches is recommended below the basement slab. If expansive soils are encountered within the foundation and/or slab areas, methods commonly used to reduce the effects of expansive soils include: controlling the moisture content of the soils through effective site grading and types of planting, moisture conditioning the soils prior to placement of surface finishes, use of impermeable barriers around foundations, confinement of LANGAN PA2017-228 l 7 Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach California 26 October 2017 700048801 Page 8 of 12 expansive soils through the use of non-expansive soil caps and chemical stabilization. Post- tensioned slabs or additional reinforcement will be required if the basement slab is to bear on expansive material. 7. TEMPORARY AND PERMANENT RETAINING WALLS Below-grade walls and site retaining walls can be designed to resist soil and surcharge pressures using the parameters below and pressure distributions in Figure 7. • Soil Unit Weight = 120 pounds per cubic foot (pcf) • Friction Angle = 30 degrees • At-rest Earth Pressure (restrained wall) = 55 psf / foot • Active Earth Pressure (unrestrained wall) = 35 psf / foot • Ultimate sliding resistance coefficient = 0.35 • The vertical distance between the proposed final grade and the proposed top of foundation is anticipated to be greater than 6 feet for the proposed development, and the design peak ground acceleration at the Site is greater than 0.6g; therefore, additional earth pressures caused by seismic ground shaking should be considered in design. Below-grade and site retaining walls should be designed for seismic loading conditions using the active earth pressure plus the seismic force increment of 20 psf / foot. • Lateral loads from surcharges on the retaining wall backfill may be considered to impart surcharge to the restrained walls presuming a rectangular pressure distribution. Surcharge loading from adjacent foundations should be considered where the adjacent foundations are supported on soil above a 1 H: 1 V theoretical influence line projecting upwards from the base of the below grade wall. Lateral loading from neighboring foundations need not be considered if these foundations bear below the above- mentioned influence line. • Surcharge loading should consider adjacent streets, vehicular traffic, and sidewalks. Where vehicular traffic will pass within 10 feet of below-grade walls, temporary traffic loads should be considered in the design of walls. Traffic loads such as a fire truck or car parked on the street beyond the sidewalk may be modeled by a minimum uniform pressure of 100 psf / foot applied on the upper 10 feet of the walls. • The use of full passive pressure should be used with caution as significant wall movements are necessary to mobilize the full passive resisting force. Also, any excavations for permanent utility installations performed in front of retaining walls would prevent the use of passive pressures as utility damage would likely occur with excessive movement. Additionally, the use of sliding resistance, full or partial passive resistance in combination or sliding resistance alone should be based upon the conditions at each respective wall location and the permissible levels of wall movement or deflection. Because groundwater was not encountered, and historical information associated with adjacent structures indicates its depth to be substantially below the lowest proposed finished level, special provisions for waterproofing below-grade areas do not appear to be warranted at this time. As a minimum, we recommend damp-proofing (such as Grace Water Shield water barrier membrane or equivalent) be used in below-grade closed areas that may house equipment, finishes, or occupants that could be adversely impacted by moisture intrusion. A final choice LANGAN PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach California 26 October 2017 700048801 Page 9 of 12 regarding moisture or vapor protection and mitigation for enclosed below-grade areas should be made after reviewing environmental site conditions and below-grade space use and performance criteria. To avoid undesired vapor accumulation behind walls, prefabricated drainage panels (such as MiraDRAIN or equivalent) are recommended to be placed in uniformly spaced strips behind the walls; for typical 4-foot-wide drainage panel rolls, we recommend a 4-foot edge-to-edge spacing at this time. In addition, a perimeter foundation drain should be installed to collect and route any accumulated water to the site drainage system. Perimeter foundation drains could consist of perforated, Schedule 40 PVC, minimum 4-inch diameter, PVC pipe surrounded with clean gravel and completely encased in geosynthetic filter fabric. The above values assume backfill materials will consist of compacted fill comprised of excavated on-site soils including silty sands and fine to coarse-grained sands. If conditions other than those covered herein are anticipated, the lateral earth pressures should be provided on an individual basis by the Geotechnical Engineer. If trees with deep-rooted or widespread rooted systems or vegetation are to be planted within 30 feet of the below-grade walls, the client and the Geotechnical Engineer should consult with the Project Landscape Architect to discuss landscaping alternatives that will not impact the adjacent walls and foundations. City of Newport Beach typically requires that temporary shoring adjacent to public rights-of-way be designed for at rest pressure conditions to minimize potential deflection of the shoring system. Additional recommendations for temporary shoring design can be provided when more information is available about the proposed shoring approach. 8. CONSTRUCTION RECOMMENDATIONS 8.1 Excavation and Grading Before beginning excavation and grading, a meeting should be held at the Site with the Owner, City Inspector, excavation/grading Contractor, Civil Engineer, and Geotechnical Engineer to discuss the work schedule and geotechnical aspects of the grading. All pavement, vegetation, and deleterious materials should be disposed of offsite before beginning grading operations. Any foundation and abandoned utility remnants or construction debris associated with former site structures encountered within excavations should be fully removed, where practical, and any void spaces that may be created should be backfilled with approved compacted structural fill. If utility pipes are too deep to be removed economically in proposed pavement areas, they should be filled with cement and sand grout or equivalent material that will prevent future collapse of the pipe. After completion of excavation, including removal of all below-grade remnants, stripping, grubbing, removal of asphalt, base course material, and the soil subgrade should be compacted in place by proofrolling with at least 6 passes of a vibratory roller compactor having a minimum static drum weight of 5 tons. Any areas exhibiting rutting or pumping should be removed and replaced with compacted engineered fill material. Any soft, loose, or unsuitable soils identified by the Geotechnical Engineer during subgrade preparation should be removed and replaced with approved compacted fill. Any environmentally unsuitable soils encountered during the excavation process should be removed and properly disposed of off-site in accordance with all state and local regulations. LANGAN PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach California 26 October 2017 700048801 Page 10of 12 Surface site elements, such as site pavers, planters, and walkways can be supported on subgrade soils comprised of compacted fill or native alluvial soils prepared in accordance with the recommendations provided herein. 8.3 Site Drainage and Temporary Construction Dewatering Proper drainage should be maintained at all times. Ponding or trapping of water in localized areas can cause differing moisture levels in the subsurface soil. Drainage should be directed away from the tops of excavations. Erosion protection and drainage control measures should be implemented during periods of inclement weather. During rainfall events, backfill operations may need to be restricted to allow for proper moisture control during fill placement. 8.4 Fill Material and Compaction Criteria Fill material (imported or reused) should be free of organic and other deleterious materials and should have a maximum particle size no greater than 3 inches. The on-site soils are suitable for use as compacted fill. All fills should be placed in accordance with the placement and compaction criteria discussed in this report. Imported fill should contain no more than 12 percent passing the #200 sieve by dry weight and have a plasticity index less than 7. Grain size distributions, corrosivity, maximum dry density, and optimum water content determinations should be made on representative samples of the proposed fill material. All structural backfill and fill beneath building slabs and pavements should be placed in uniform lifts (maximum 8 inches thick before compaction) and compacted to a minimum of 95 percent of the maximum dry density at a moisture content within 2 to 3 percent of optimum moisture content, as determined by ASTM D1557 (Modified Proctor compaction). Non-structural backfill should be placed in uniform lifts (maximum 8 inches thick before compaction) and compacted to at least 90 percent of its maximum dry density at a moisture content within 3 percent of optimum moisture content, as determined by the ASTM D1557 (Modified Proctor compaction). Non-structural fill having less than 15 percent finer than #200 sieve should be compacted to at least 95 percent of its maximum dry density at a moisture content within 3 percent of optimum moisture content, as determined by the ASTM D1557 (Modified Proctor compaction). 8.5 Utility Support Utilities can be supported on compacted fill or on approved native soils. The bedding material should extend at least 12 inches over the top of the utility unless otherwise required by the utility owner. Utility subgrade should be confirmed to be free of standing water, firm, and unyielding prior to placement of bedding material. Utility trenches above pipe bedding should be backfilled in accordance with the recommendations provided herein for fill compaction requirements using either previously excavated soil (if suitable), or with approved imported material. Utility trench backfill in non-structural areas should be compacted to a minimum of 90 percent of the maximum dry density and moisture conditioned to within 3 percent of the optimum moisture content, as determined by ASTM D1557 (Modified Proctor). Utility trench backfill within the building and pavement footprints should be compacted to a minimum of 95 percent of the maximum dry density and moisture conditioned to within 3 percent of the optimum moisture content, as determined by ASTM D1557 (Modified Proctor). LANGAN PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach California 8.6 Stormwater Infiltration 26 October 2017 700048801 Page 11 of 12 Percolation test P-1 is comprised of clayey fine grained sands and percolation test P-2 is comprised of silty fine grained sands. Percolation test P-1 was performed in marine terrace deposits and percolation test P-2 was performed in the existing fill slope on the eastern site limits. The measured percolation rates from P-1 and P-2 are 0.06 and 0.6 inches per hour at test depths of 5 to 10 feet below ground surface and 7 to 10 feet below ground surface, respectively. The corrected infiltration rates are 0.1 and 2 .3 inches per hour at test depths of 5 to 10 feet and 7 to 10 feet, respectively. 9. PROTECTION OF NEIGHBORING STRUCTURES AND SITE FEATURES All new construction work should be performed so as not to adversely impact or cause loss of support to structures, hardscape and landscape elements, paving, or utilities to remain. At a minimum, a preconstruction conditions documentation comprised of photographic and videographic documentation of accessible and visible areas of neighboring landscaped, and hardscaped areas including pavements and sidewalks should be considered before beginning construction at the Site. 10. CONSTRUCTION DOCUMENTS AND QUALITY CONTROL Technical specifications and design drawings should incorporate Langan's recommendations. When authorized, Langan will assist the design team in preparing specification sections related to geotechnical issues such as earthwork, ground improvement, shallow foundations, and backfill. Langan should also, when authorized, review foundation drawings prepared by the Structural Engineer, as well as Contractor submittals relating to materials and construction procedures for geotechnical work. Langan has investigated and interpreted the site subsurface conditions and developed the foundation design recommendations contained herein, and is therefore best suited to perform quality assurance observation and testing of geotechnical-related work during construction. This work requiring quality assurance confirmation includes, but is not limited to, earthwork, backfill, ground improvement, shallow and deep foundations, and excavation support. Recognizing that construction is essentially the completion of design, Langan's quality assurance observation and testing during construction is necessary to maintain our continuity of responsibility on this project. 11. OWNER AND CONTRACTOR OBLIGATIONS The Contractor is responsible for construction quality control, which includes satisfactorily constructing the foundation system and any associated temporary works to achieve the design intent while not adversely impacting or causing loss of support to neighboring structures. Construction activities that can alter the existing ground conditions such as excavation, fill placement, foundation construction, ground improvement, etc. can also potentially induce stresses, vibrations, and movements in nearby structures and utilities, and disturb occupants of nearby structures. Contractors working at the Site must ensure that their activities will not adversely affect the performance of the structures and utilities, and will not disturb occupants of nearby structures. Contractors must also take all necessary measures to protect the existing structures during construction. By using this report, the Owner agrees that Langan will not be held responsible for any damage to adjacent structures. LANGAN PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road Newport Beach California 12. LIMITATIONS 26 October 201 7 700048801 Page 12of12 The conclusions and recommendations provided in this report are based on subsurface conditions inferred from a limited number of borings, as well as architectural information provided by the Client. Recommendations provided are dependent upon one another and no recommendation should be followed independent of the others. Any proposed changes in structures or their locations should be brought to Langan's attention as soon as possible so that we can determine whether such changes affect our recommendations. Information on subsurface strata and groundwater levels shown on the logs represent conditions encountered only at the locations indicated and at the time of investigation. If different conditions are encountered during construction, they should immediately be brought to Langan's attention for evaluation, as they may affect our recommendations. This report has been prepared to assist the Owner, Architect, and Structural Engineer in the design process and is only applicable to the design of the specific project identified. The information in this report cannot be utilized or depended on by engineers or contractors who are involved in evaluations or designs of facilities (including underpinning, grouting, stabilization, etc.) on adjacent properties which are beyond the limits of that which is the specific subject of this report. Environmental issues (such as potentially contaminated soil) are outside the scope of this study and should be addressed in a separate study. \VRVADM!Mdata\lRV\dataB\70004880 /\Office Oata\Reports\Geotechnicaf\2017-10-22 700048801 Geotechmcal Investigation Report. docx LANGAN PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road New, ort Beach California 13. REFERENCES Codes, Publications, Reports, and Maps 26 October 2017 700048801 American Concrete Institute (ACI) Committee 318, (2014), Building Code Requirements for Structural Concrete and Commentary, ACI 318-08. Blake, T.F., (2000), Version 3.00 EOSearch, A Computer Program for the Estimation of Peak Horizontal Acceleration from Southern California Historical Earthquake Catalogs, October 2013 catalogue update. Coduto, Donald P. (2001), "Foundation Design, Principles and Practices," Second Edition. California Building Standards Commission, (2016), California Building Code, California Code of Regulations, Title 24. California Department of Conservation, Division of Mines and Geology, (Revised 1997), Fault Rupture Hazard Zones in California, Alquist-Priolo Special Study Zones Act of 1972, Special Publication 42, supplements 1 and 2 added 1999. California Department of Transportation, (2012), Corrosion Guidelines. California Geological Survey (CGS), (1973), Photographic Reconnaissance Map of Major Landslides, Orange County, California, Preliminary Report 15, Plate 2. California Geological Survey (CGS), (2008), Guidelines for Evaluating and Mitigation Seismic Hazards in California, Special Publication 117 A. California Geological Survey (CGS), (2010), An Explanatory Text to Accompany the Fault Activity Map of California, Scale 1 :750,000. City of Newport Beach, (2006), Chapter 11 Safety Element. City of Newport Beach, (2017), Title 15 Buildings and Construction, Chapter 15.1 a-Excavation and Grading Code. Federal Emergency Management Agency (FEMA), (2009), Flood Insurance Rate Map (FIRM), Map Number 06059C0288J, dated 3 December 2009. Fife, D.L., (1973), State of California, Department of Conservation, Division of Mines & Geology, Photographic Reconnaissance Map of Major Landslides, Orange County, California, Scale 1 :48,000. Lew, M. et al., (2010), Seismic Earth Pressures on Deep Building Basements, Structural Engineers Association of California (SEAOC) 2010 Convention Proceedings. Morton, P.K. and Miller, R.V., (1973), State of California, Department of Conservation, Division of Mines & Geology, Geologic Map of Orange County, California, Scale 1 :48,000 LANGAN PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road New ort Beach California National Seismic Hazards Mapping Project, Interactive Seismic Hazard (http://eqint.cr.usgs.gov/deaggint/2008/). 26 October 2017 700048801 (2008), Probabilistic Seismic Hazard Analysis Deaggregation Model, website Naval Facilities Engineering Command (1986), Soils Mechanics, Foundations, and Earth Structures, NAVFAC DM-7. Santa Ana Regional Water Quality Control Board (SARWQCB). dated 19 May 2011, updated December 2013, "Technical Guidance Document". Sitar, N., Mikola, R.G., Candia, G., (2012). Seismically Induced Lateral Earth Pressures on Retaining Structures and Basement Walls, Geotechnical Engineering State of the Art and Practice, Keynote Lectures from GeoCongress 2012, Geotechnical Special Publication No. 226, ASCE. United States Geological Survey (USGS) (2004), Preliminary Geologic Map of the Santa Ana 30' x 60' Quadrangle, Southern California, version 2.0. LANGAN PA2017-228 Preliminary Geotechnicaf Investigation Repon 4302 Ford Road New. ort Beach California FIGURES 26 October 201 7 700048801 LANliAN PA2017-228 1000 0 500 1000 ~ i i j SCALE IN FEET LANEiAN 32 ExeeutNe Park. Suite 130 Irvine, CA 92614 T: 949.255.8640 F: 949.255.8641 www.langan.com Lcr,gon Engineeti,g & Environmentd Ser-.,ices. Inc. I Project 4302 FORD ROAD figure Title ~ I MAP LEGEND: r-1 APPROXIMATE SITE I_.J LIMITS t-,JOTES: BACKGROUND IMAGE FROM DATADOORS DATED 24 OCTOBER 2017. Project...,.-- 700048801 Dote fwau,e llo. SITE VICINITY MAP OCTOB(R 2017 App,oamo1• Scole 1· : 1000· 1 o,.,_ By NEWPORT BEACH ORANGE COUNTY CALll'ORNIAI I BY FIiename: \\langan.com\deta\lRV\dat:18\7000"860 1\Cadd Data· 700046801\20..0ea.gnFilu\Figures (2014.1.10) dwg Date: 1012612017 Time: 09'.2-4 UNr: dp.idge Stylt Tabl•: Langan . .tb Layout 1 -Site VICln.ty Map PA2017-228 100 0 50 I I i SCALE IN FEET LANEiAN Project ,oo I ·"--·-,,·-~-· I T: 949.255.8640 F: 949.255.8641 www.langan.com 4302 FORD ROAD NEWJERSEY NEWYOFtl<. CONIIECTIOJT PENNSYLVANA OHO YIRGIN,t, WASHINGTON DC FLORIO., NORTM DMOTA CALI'°"""' A8U OHA81 ATHENS COW. NEYIPORT BEACH DlJM.I ISTAN8U. PANA.Mot. LO'llpl &,,qin--WM) ll EtlW_,....t(II s.,,,icfl,, Inc. ORANGE CALIFORNIA Figure Title BORING NOTES: i 1. BORING LOCATIONS ARE f APPROXIMATE . • ~ 2. HOLLOW STEM AUGER BORINGS AND CONE PENETROMETER TESTS WERE PERFORMED 5 AND 6 OCTOBER 2017 AND WERE DRILLED UNDER FULL-TIME OBSERVATION OF A LANGAN FIELD ENGINEER . .3. BASE FIGURE REPRODUCED FROM DAT ADOORS AERIAL IMAGERY OBTAINED 24 OCTOBER 2017. LEGEND: -JtCYT-2 LANGAN CPT ~3 -- B 8' 't__j LANGAN SOIL BORING APPROXIMATE SITE LIMITS CROSS SECTION LOCATION Ptojoct No.-I Flqut• No. 700048801 Dote OCTOBCA 2017 2 LOCATION PLAN Scale 1· • 100· o,.,_ By 0JJ, BY Fd•name: \U.ngan.00ffl\dat1\IRV\data8\700048801\Cadd Oatll • 70CX>'a801\20-0e11;r,Fdes\Bonng Location Plan.dwg Data: 101261'2017 T~: 14.49 Uter: djUCIQe Style Table: Lang■n.stb Layout PropoNcl E,:plor1t1on Plan PA2017-228 ' -------------~-, J:121'i: I, Base figure reproduced from Jennings, CW., and Bryant. W.A., 2010, Fault activity map of California: California Geological Survey Geologic Data Map No. 6, map scale I :750,000. Shaded reliefbasemap is provided through Langan's ESRI ArcGJS software licensing and ArcGIS online developed by ESRI using GTOPOJ0, Shuttle Radar Topography Mission (SRTM) and National Elevation Data !NED) data front USGS. 3. Refer to Figure 3 B for Legend. 4. Refer to "An Explanalory Text to Accompany the Fault Activity Map of California" compiled and interpreted by Jennings, C.W. and Bryant, W.A. digital preparation by Patel. M., Sander, E., Thompson, J., \Vanish, 8 ., and Fonseca, M., for additionaJ fault information. LANliAN 32 E.tecvliv• P1rk. Sud• 130 lrvine,CA9261◄ T. 949 2558640 F: 949 2558641 .,,_ 1a1191n.com flEW.ERSE, NEW'l'OA!I. Vllf01"A CAUHlRNA PENNSYlVII.NLA CONNECTICut F~ORIOA TtKAS 0-.10 'M:STVIR<l,INIA ARIZ~ WA~NGTONOC GEO'tG~ Project 4302 FORD ROAD NEWPORT BEACH ' I ', I ,' 0 Figure Title CGS FAULT 10 20 SCALE IN MILES Project No. 700048801 Date Figure OCTOBER 2017 ACTIVITY MAP Scale 3A 40 OF CALIFQRN IA 1inch=20miles J ORANGE LEGEND Drawn ByBJS ~ COUNTY CALIFORNIA N .,_ _____________ ,....,_~P•a,~h:'!'\~'!"•-•g-•-n-.co-m'!''d'!"a"!'la~~~RV\~da'!'la"!!8"!!\7'!'00!"!0'!'48!"!8'!'0~1\A!"'r_.cG~l'!'S\A~rc'!"M-ap-_'!'O_oc_u_m-•n-ls'!'IJ'!"'a~uh-_'!"M-ap'!'\C!"'G!"'S!"'_'!'Fa-u'!"h_~M'!"a-p-.ml,xd~D-al-•:~1'!'0/~1'!"912'!"0!"'1'!"7 "!'U!"'s-ec•. b-••-y'!"lo-, '!'Ti!"'m_e_: 1'!'0'!':2"!'4:'!'12!"'A~M O PA2017-228 LEGEND: D Site Location Fault Age The age classifications are based on geologic evidence to determine the youngest faulted unit and the oldest unfaulted unit along each fault of fault seciton -Historic -Holocene -Late Quaternary -Quaternary t:J 100 km Pre Quaternary Faults -fault, certain ---fault, approx. located ········ fault, concealed ____._ thrust fault, certain -_._ -thrust fault, approx. located ···•··· thrust fault, approx. located, queried --1..,_ fault, certain, barball ... t.. fault, concealed, barball _..1._ fault, approx. located, barball Quaternary Faults -fault, certain --fault, approx. located -'I--fault, approx. located, queried -+-fault, inferred, queried ·· · · · · fault, concealed ••1•• fault, concealed, queried --.--thrust fault, certain ---r-thrust fault, approx. located · · ·•··· thrust fault, concealed -dextral fault, certain ---dextral fault, approx. located ··· · ··· dextral fault, concealed -sinistral fault, certain ---sinistral fault, approx. located ··· · ·· · sinistral fault, concealed -thrust fault, certain (2) --thrust fault, approx. located (2) · · · ·· · thrust fault, concealed (2) --1..... fault, solid, barball _...1.._ fault, dashed, barball ···1··· fault, dotted, barball --1..... dextral fault, solid, barball ··1·· fault, dotted, queried, ballbar ··1·· fault, dotted, queried, ballbar (2) -fault, solid, dip --fault, dashed, dip ······ fault, dotted, dip --1..... reverse fault, solid _...1.._ reverse fault, dashed ·• · 1· · · reverse fault, dotted LANGAN Project Figure nue Project No. 700048801 Figure 32 Executive Park. Suite 1 JO lrvine,CA9261◄ T.9492558640 f.9492558-641 wwwlang1n001T1 4302 FORD ROAD CGS FAULT ACTIVITY MAP Date OCTOBER 2017 38 14/:W JERSEY NEW'!'OAI( VIRO "9A CALIFOll"A PEl'>SS'HVA.-.IA CO"-'>ECTICUl FLORIOA TEXAS o-;10 WEST'>'IRGlNIA ARIZONA WASI, NCiTON 0C GfOAOIA ABU C>!A&I AHiE~S DC>!A LONOCIN Scale OF CALIFORNIA NOTTO SCALE ! ORANGE LEG ENO DrawnByBJS ~ NEWPORT BEACH Ur,g1n EnginHr~g 111<1 E11Yironm1rul S11Yko . Inc COUNTY CALIFORNIA N ------------!'Pa,ii,ith."'"1ua•ng'""'an-.co~m'd~at~a"~RV\!"'da-ta8~\7~000~48~60~1\A!"'rc~GIS!!!'!IA~rcM~ap~_O!!"'oc-um-en~ts\F~a~ult_"!'!M~ap\~CG~S~Fa~ult~Ma~p L!"'eg-en~d.m ... ,d~O!!"'at-e. '!'!!'101!!'!'1912'!!'!0'!'!'17"'!"!Us""'e,"'!'_ b,-.,~1o,~T,!"'me~. 6~_35~_03~AM g PA2017-228 .. \\ 2000 I 0 ~ 1000 ~ 20001 ~ ' SCALE IN FEET LANEiAN 32 Executive Park. Suite 130 Irvine, CA 92614 T: 949.255.8640 F: 949.255.8641 www.langan com Longan Engmeel'ing & Environmentd Ser..-ices, Inc. ~ r MAP LEGEl'JD: r -, APPROXIMATE SITE LIMITS L __ D D AREAS WITH LIQUEFACTION POTENTIAL AREAS WITH LANDSLIDE POTENTIAL Sl1E LOCA ~ , ... ,_. MAJOR FAULT TRACES AS MAPPED BY MORTON, 1999. PRESUMED ACTIVE, EXCEPT WHERE SHOWN OTHERWISE BASED ON GEOLOGIC STUDIES Project 4302 FORD ROAD NEWPORT BEACH [ORANGE COUNTY CALIFORNIA' Figure Title NOTES: 1. BACKGROUND MAP REFERENCED FROM CITY OF NEWPORT BEACH, GENERAL PLAN, SAFETY ELEMENT, DA TED 7 NOVEMBER 2006. Projoct No. 70004111101 r;o,,,. 11o. !CITY OF NEWPORT 0o,. I BEACH SEISMIC App,:::::,: 4 HAZARDS MAP 1· : 2000' Drown By OJJ F, .. name: \\l•ng.1n.eom\dat1\IR\l\dat18\70C048801\C■dd Cata· 7Cl0048801\20-0elignFilHlflQurH (NPB MapaJ.dwg D■u.: 1~17 Tim41: 10'33 User: dJudge Style Taole: Langan.■tb La~out: 4 • Newpon Beach S.1WT11C Hazards PA2017-228 ) 2000 0 1000 2000 I i ~ ! SCALE IN FEET LANEiAN 32 ExeaJtrve Park, Suite 130 Irvine, CA 92614 T: 949.255.8640 F: 949.255.8641 www langan.com LC)"IQOl"I Engineering &: EnWonmentol Scn1iccs. Inc. Project 4302 FORD ROAD NEWPORT BEACH iORANGE COUNTY CALIFORNIA ~ 1 !>Ai Figure Title MAP LEGEND: r -1 APPROXIMATE SITE LIMITS L __ - SANDSTONE MEMBER OF MONTEREY FORMATION; MOST RESISTANT BLUFF-FORMING UNIT. PRONE TO LANDSLIDING OR MASS WASTING WHERE UNDERCUT BY WAVE ACTION, ESPECIALLY AT POINTS. FAILS AS LARGE BLOCKS - SILTSTONE MEMBER OF MONTEREY FORMATION; VERY FISSILE AND FRACTURED; TENDS TO FORM AN APRON OF TALUS AT TI-iE BASE OF SLOPES - PLEISTOCENE MARINE TERRACE DEPOSITS; PRONE TO LANDSLIDING ALONG STEEP CUTS (I.E. HIGHWAY 1), AND TO EROSION BY RILLING AND GULL YING ALONG BLUFFTOPS - BEACH AND EOLIAN SAND COVERING THE GENTLY SLOPING TO LEVEL BEACHES. CONTINUOUSLY REWORKED BY WAVE AND WIND ACTION D 100-YEAR TSUNAMI ZONE (INUNDATION ELEVATION=13.64 FEET) NOTES: 1. BACKGROUND MAP REFERENCED FROM CITY OF NEWPORT BEACH, GENERAL PLAN, SAFETY ELEMENT, DA TED 7 NOVEMBER 2006. Projocl ljo, 7000411801 r9"'• No. CITY OF NEWPORT 0o,. OCTOBER 2017 BEACH COAST AL At,p,oamol• Scole 5 HAZARDS MAP ,· · 2000• o,.,_ By DJJ Fiten1me. \\langan.com\data\lRV\iclat:18\700048601\Caeld Oatl • 700048801\20-0...gnF1lu\Figurea (NPB Mapa).dwg Date: 10f26/2017 Tlffl8: 14 50 User: d)Ud;e Style Table: langan.atb Layout 5 • Newport Beach CoHtll H8llrda PA2017-228 -~ ; 2000 0 1000 2000 I ~ 1 I SCALE IN FEET LANEiAN 32 Executive Park, Surte 130 Irvine, CA 92614 T: 949.255.8640 F: 949.255.8641 www.langan.com la'lgOn Engin«,ing & Environmental Services. Inc. ~ MAP LEGEND: r-, APPROXIMATE SITE LIMITS L __ I -SPECIAL FLOOD HAZARD AREAS INUNDATED BY 100-YEAR FLOOD Sl1E LOCA 110N 1 Project 4302 FORD ROAD I NEWPORT BEACH ORANGE COUNTY CALlf"ORNIA -AREAS OF 500-YEAR FLOOD; AREAS OF 100-YEAR FLOOD WITH AVERAGE DEPTHS OF LESS THAN 1 FOOT OR WITH DRAINAGE AREAS LESS THAN 1 SQUARE MILE; AND AREAS PROTECTED BY LEVEES FROM 100-YEAR FLOOD D ZONE VE, COASTAL FLOOD ~ , ZONE WITH VELOCITY HAZARD J . (WAVE ACTION); BASE FLOOD ELEVATIONS DETERMINED 0 NOTES: ,,,,,.-- ( /) f"igure Title 1. BACKGROUND MAP REFERENCED FROM CITY OF NEWPORT BEACH, GENERAL PLAN, SAFETY ELEMENT, DA TED 7 NOVEMBER 2006. Pl'ojlcl No. 100048801 r9"• No. !CITY OF NEWPORT Dot:CTC>BER 2017 BEACH FLOOD App,oamote Scole 6 HAZARDS MAP ,· = 2000• o,,,_ By DJJ Fillll\ll'M: \\langan.com\dat1\IRV\dat18\700048801\Cadd Oata • 700048801\20•0.91gnF~HlFogv,es (NPB Mai:--),dwg Date· 1C\12612017 Tlffle: 1◄:50 UMr: cl~ Style Tablti. Langan.am Layout: 6 • Newpon 8-■ch Flood HaHrds PA2017-228 T - 1\55psf H 14111 l \ \ I At-Rest Earth Pressure (Po) T - ~Opsf 1 ft H ,_ l I n Seismic Earth Pressure Increment (llPae) Symbols: H = Height of Wall (feet) psf=pounds per square foot Po = At-Rest Earth Pressure (Restrained Walls) Pa = Active Earth Pressure (Unrestrained Walls) LIPae = Earth Pressure Increment qs = surcharge Notes: T -~~ ,-1 ft H l I =-\ Active Earth Pressure (Pa) T -~, _r_feet H 100 psi l I Minimum Surcharge (q,) 1. Dynamic Pressure Increment should be added to the Active Earth Pressure and any applicable surcharges 2. Minimum surcharge shown is based on a fire truck or car parked 1 o feet beyond the wall. If higher surcharge loads are anticipated (e.g., adjacent buildings, heavy construction equipment, etc.) The surcharge loading should be evaluated on a case by case basis. Project Figure Title Ptojei:t No. Fl911re No. LANEiAN DESIGN EARTH ,_, Dote 32 E:<ecul~e Park, SIJ!o 130, lmno. CA 921514 4302 FORD ROAD PRESSURES FOR OCTOBER 2017 T 9492SSll6o!O F.94!12SS8641 www.lo"llancom 7 Scoie >fEW.IERUY N.WVORK COl<NECTIC\/T PENNS\'I.VmA reXAS OHO BELOW-GRADE \IIRG1!11A WASIIL'fGTO~OC '-ORJDA N<li'<THD.<l<OTA C>IJFORNIA NE~ORT BEACH NOT TO SCALE Al!U OIWII ,TI-fNS DOHA OIIMI IST"""'-'-•-WALLS Dro-.n By l,r,gcr, £,.g;n-"'J & £,,,,,........,,d $,r,o<m. r>C. ORANGE COUNTY CALIFORNIA DJJ F1loname \~angan comlda!aUR\fldata8\700046801\Cadd Data• 700048801120-000<gnF,les\OeSrgn Earth Pre&&ures dw~ Date 10/26/2017 Tome 10 42 User dµd9<1 Style Table -Lay01J1. F1guro 7 • o,,.gn Earth Pressurn For Now Sasomont Wallo ! " • PA2017-228 l LEGEND: B-3 (el±200) N(R)- - ......... CX) CX) 0 > <( z ....: w w LL.. ...._,, z 0 i== <( > w ....J w KEY TO SYMBOLS: BONITA • I CANYON DR. 1 • PROPOSED UNDERGROUND PARKING GARAGE LIMITS • 1 I. l,.... ________ P_R_O_P_O_S_E_D_B_U_I_LD_I_N_G_L-IM_I_T_S ___________ ,_,J B 1 EXISTING ASPHALT PARKING LOT A EXISTI~ SIDEWALK (el ±200) B-3 ( el ~ 193) B-2 (el ±193) --A' 210 200 190 180 170 160 150 140 130 / APPROXIMATE EXISTING GROUND SURF ACE 28(R) ff CLAYEY SAND nnw........ 20 . 29 :-' MARINE 1tRRACE DEPOSITS 30:: 15 :-; fll -?-•:_?_ · 28 •. 31 :-: •: 210 ......... 200 CX) CX) 0 190 > <( z PROPOSED FINISH FLOOR ~ --str/s-(R) ·. s1L TY SAND -----so /51RJ: i .· SIL TY SAND - 28 :-31 :' ------'36 : . 50/5"(R) ~-; SIL TY SAND 180 ....: w ELEVATION, LEVEL 82/ (FF• 180 FEET) 66(R) -~ SILT 20 :: _· MARINE TERRACE DEPOSITS 31 -:: 75(R) ·., 170 w LL.. ...._,, B-3 (el±200) N N(R) ? 21 '.' SIL TY SAND -?2.Q_ :~ -?- -28(RJ,:; -?-28(R) iii 12 · 9 ... 42(R) :p SILTSTONE 39(R) iii 25 ..;_;_ CAPISTRANO FORMATION (Tee) 21 =:: 50/5"(R) i:: SIL TS TONE . 21 ::: BORING IDENTIFICATION 50/5"(R) ::: 28 ::: .!.!.: 30 0 15 ~I ~~~~s~....J SCALE IN FEET INFERRED GROUND SURFACE ELEVATION (FEET), SEE NOTE 3. 30 I STANDARD PENETRATION RESISTANCE; NUMBER OF BLOWS OF A 140 LB AUTOMATIC HAMMER FREE FALLING 30 INCHES TO DRIVE A 2-INCH-0.D. SPLIT SPOON SAMPLER 12 INCHES AFTER 6 INCHES OF INITIAL PENETRATION. NUMBER OF BLOWS A 140 LB AUTOMATIC HAMMER FREE FALLING 30 INCHES TO DRIVE A 3-INCH-0.D. CALIFORNIA MODIFIED SAMPLE!~ 12 INCHES AFTER 6 INCHES OF INITIAL PENETRATION. NOTES: -?..19., ··. -?- 41(R) g SIL.TSTONE 15 :: -CAPISTRANO FORMATION (Toe) 160 z 0 i== 150 <( > w ....J 140 w 130 1. THIS PROFILE REPRESENTS A GENERALIZED SOIL CROSS SECTION INTERPRETED FROM WIDELY SPACED BORINGS. SOIL AND GROUNDWATER MAY VARY IN TYPE, LOCATION, AND ELEVATION, AND ENVIRONMENTAL AN D ENGINEERING PROPERTIES BETWEEN POINTS OF EXPLORATION. VARIATIONS IN SUBSURFACE CONDITIONS SHOULD BE EXPECTED BETWEEN BORINGS. 2. LANGAN BORINGS 8-1, 8-2, AND 8-3 WERE DRILLED ON 5 AND 6 OCTOBER 2017 UNDER THE FULL-TIME OBSERVATION BY A LANGAN FIELD ENGINEER. 3. APPROXIMATE EXISTING GROUND SURF ACE AND BORING ELEVATIONS ARE REFERENCED FROM PLAN TITLED, "CONCEPT GRADING" BY PSOMAS DATED 7 SEPTEMBER 2017 4. APPROXIMATE FINISH FLOOR ELEVATIONS REFERENCED FROM PLANS TITLED "CONCEPT GRADING" BY PSOMAS DA TED 7 SEPTEMBER 2017 AND "SITE SECTION 01" BY MVE PARTNERS DA TED 24 JULY 201 7. 5. FOR A DETAILED DESCRIPTION OF BORINGS 8-1, 8-2, AND 8-3, REFER TO APPENDIX B FOR BORING LOGS. 6. NAVO 88 = NORTH AMERICAN VERTICAL DATUM 1988. I.T:[::]s1L TY SAND ~CLAYEY SAND LAN6AN Project Drawing Tille Project No. Figure No. 700048801 SUBSURFACE Dote [D]s1LT f:: 'SILTSTONE 32 Executive Park, Suite 130. Irvine, CA 92614 T: 949.255.8640 F: 949.255.8641 www.langan.com NEW JERSEY NEW YORI< VIRGINIA CAllFORNIA PENNSYLVANIA CONNECTICUT FLORIDA TEXAS OHIO \I/EST VIRGINIA WASHINGTON 0C GEORGIA ARIZONA ABU DHABI ATHENS DOHA DUB-'1 ISTANSUL P"NAM" LONDON OCTOBER 2017 4302 FORD RD CROSS-SECTION Scole 8 AS SHOWN A-A' Drown By f hecked By BY DJJ NEWPORT BEAOt Langon Engineering &: Environmentot Services. Inc. ORANGE COUNTY CALIFORNIA Filename: \Uangan.comldataURVldata817000488011Cadd Data. 70004880112D-DesignFiles\Subsurface Cross Secl,ons.dwg Date: 1012612017 Time: 14:53 User: djudge Style Table: Langan.stb Layoul: Sechon A-A" PA2017-228 MARINE TERRACE DEPOSl'IS LEGEND: 8-3 (el±193) N(R)- KEY TO SYMBOLS: .,......_ co co 0 > < z f,-.." w w u... ..._,, z 0 i= < > w ...J w B 210 200 I 190 180 170 160 150 140 130 8-3 (el±193) N N(R) 1 · PROPOSED UNDERGROUND PARKING GARAGE LIMITS • 1 I' BONITA CANYON DR . .... , _____ FU. ___ P_R_O_P_O_S_E_D_B_U_I_LD_I_N_G_L_I_M_I T_S ________ I EXISTING I SIDEWALK I I /~PPROXIMA TE EXISTING / GROUND SURFACE 8-1 (el ±200) -- B-3 (el ±193) 8-2 (el ±193) EXISTING SIDEWALK B' n ·210 200 .,......_ co co FU. 1 5 :; ---,,_ PROPOSED FINISH FLOOR -?-· .--?===-----::;~~-.,.?l-,.;-;;vr""v7~-rn--~..-liU------------ ELEVATION, LEVEL B27 u, 28 ,:; 28(R) ~ CLAYEY SANU LU·· 190 180 170 160 150 140 130 0 > < z (FF=180 FEET) \___ MARINE TERRACE DEPOSl'IS 31 ·., 29 _:, 30 : .. ----J6 :::-S ILTY SAND "5U/'5'1R) : . S ILTY SAND 5U76"(Rj-:.·. SILTY SAND . ' 2 8 : ; 3 l : . MARINE TERRACE DEPOSllS 31 ::: 66(R) .. SILT 20 ·: 75(R) ::· ? 21 :'. SILTY SAND -?2Q_:~·--?- -?...19.,~. -?--28{RY-. -?-28(R) : 4 i (~5) ii SIL TS TONE 12 I SIL ~STONE 9 : ----42(R) .:: 39(R) ii (PRM:CTED 62 FT EAST) 25 ::: 21 ;; ...._. .. SILTSTONE CAPIS1RANO FORIIA110N (Tea) (PRD.l'.CTED 50 FT wcsTJ 50/5"(R) :: 21 :: CAP1S1RANO FORIIA110N (Tee) 50/5"(R) ii 30 0 15 30 28 Ji I• --c~.....J•-1 (PIIDXCTED 13 FT EAST) SCALE IN FEET BORING IDENTIFICATION NOTES: f,-.." w w u... ..._,, z 0 i= < > w ...J w INFERRED GROUND SURFACE ELEVATION (FEET), SEE NOTE 3. 1. THIS PROFILE REPRESENTS A GENERALIZED SOIL CROSS SECTION INTERPRE TED FROM WIDELY SPACED BORINGS. SOIL AND GROUNDWATER MAY VARY IN TYPE, LOCATION, AND ELEVATION, AND ENVIRONMENTAL AND ENGINEERING PROPERTIES BETWEEN POINTS OF EXPLORATION. VARIATIONS IN SUBSURFACE CONDITIONS SHOULD BE EXP ECTED BETWEEN BORINGS. STANDARD PENETRATION RESISTANCE; NUMBER OF BLOWS OF A 140 LB AUTOMATIC HAMMER FREE FALLING 30 INCHES TO DRIVE A 2-INCH-0.D. SPLIT SPOON SAMPLER 12 INCHES AFTER 6 INCHES OF INITIAL PENETRATION. NUMBER OF BLOWS A 140 LB AU TOMA TIC HAMMER FREE FALLING 30 INCHES TO DRIVE A 3-INCH-0.D. CALIFORNIA MODIFIED SAMPLEI~ 12 INCHES AFTER 6 INCHES OF INITIAL PENETRATION. 2. LANGAN BORINGS B-1, B-2, AND 8-3 WERE DRILLED ON 5 AND 6 OCTOBER 2017 UNDER THE FULL-TIME OBSERVATION BY A LANGAN FIELD ENGINEER. 3. APPROXIMATE EXISTING GROUND SURF ACE AND BORING ELEVATIONS ARE REFERENCED FROM PLAN TITLED, "CONCEPT GRADING" BY PSOMAS DATED 7 SEPTEMBER 2017 4. APPROXIMATE FINISH FLOOR ELEVATIONS REFERENCED FROM PLANS TITLED "CONCEPT GRADING" BY PSOMAS DA TED 7 SEPTEMBER 2017 AND "SI TE SECTION 01'' BY MVE PARTNERS DATED 24 JULY 2017. 5. FOR A DETAILED DESCRIPTION OF BORINGS B-1, 8-2, AND B-3, REFER TO APPENDIX 8 FOR BORING LOGS. 6. NAVO 88 = NORTH AMERICAN VERTICAL DA TUM 1988. 1.l{:ISIL TY SAND ~CLAYEY SAND LAN6AN Project Drawing Title Project No. Figure No. 700048801 SUBSURFACE Dote 0]s1LT f ~ ~ 'SILTSTONE 32 Executive Park, Suite 130, Irvine, CA 92614 T: 949.255.8640 F: 949.255.8641 www.langan.com NEW JERSEY NEW 'f'ORIC VlRG!NtA CAUFORNl,t, PENNSYLVANIA CONNECTICUT HOIUOA TEXAS OHIO W!:ST VIRGINIA WASHINGTON DC GEORGIA ARIZONA ABU OHABI ATHENS DOHA DUBAI ISTAN8UL PANAMA LONDON OCTOBER 2017 4302 FORD RD CROSS-SECTION Scale 9 AS SHOWN B-B' Drown By ichecked B) BY DJJ NEWPORT BEAOI Longan Engineering & Environmentcl Services, Inc. ORANGE COUNTY CALIFORNIA Filename: \llangan.com\dala\lRV\dala8\700048801\Cadd Dala. 700048801\20-DesignFiles\Subsurface Cross Sections.dwg Dale: 10/26/2017 Time: 14:56 User: djudge Slyle Table: Langan.Sib Layout: Section B·B' PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road New ort Beach California APPENDIX A 26 October 2017 700048801 EQSEARCH & USGS ANSS RESULTS LANGAN PA2017-228 Preliminary Geotechnicaf Report 4302 Ford Road Newport Beach, California October 2017 700048801 a e T bl A .1-USGSANSS h Compre ens1ve C ata og s earc hR esu ts Approximate DateU Latitude,., Longitude'~ Magnitude Approximate Distance from (Magnitude Project Site'~ (km) Type) 1•2~ 3/29/2014 33.9325 -117.91583 5.1 IMwl 34 7/29/2008 33.9485 -117. 76633 5.44 IMwl 37 3/20/1994 34.231 -118.475 5.24 IM,1 88 1/17/1994 34.275 -118.493 5.89 IM,1 93 1/17/1994 34.213 -118.537 6.7 (M,1 90 6/28/1991 34.27 -117.993 5.8 (M,1 72 2/28/1990 34.144 -117.697 5.51 (M,1 59 12/3/1988 34.151 -118.13 5.02 (M,1 63 10/4/1987 34.074 -118.098 5.25 IM,1 54 10/1/1987 34.061 -118.079 5.9 IM,1 52 7/13/1986 32.971 -117.874 5.45 IM,1 73 1/1/1979 33.9165 -118.68717 5.21 (M,1 83 2/9/1971 34.416 -118.37 5.3 IMwl 99 2/9/1971 34.416 -118.37 5.8 IMwl 99 2/9/1971 34.416 -118.37 5.8 (M,) 99 2/9/1971 34.416 -118.37 6.6 (M,1 99 9/12/1970 34.2548333 -117.53433 5.22 (M,) 76 9/23/1963 33.7036667 -116.93817 5.29 IMwl 86 12/26/1951 32.9161667 -118.30517 5.75 (M,1 89 11/14/1941 33.7906667 -118.26367 5.12 (M,1 41 5/31/1938 33.6993333 -117.51117 5.23 IMwl 33 3/11/1933 33.6238333 -118.00117 5.29 (Mh) 13 3/11/1933 33.7666667 -117.985 5.02 (Mh) 19 3/11/1933 33.6308333 -117.9995 6.4 (Mh) 13 4/21/1918 33.647 -117.433 6.7 IMwl 40 Notes: 1. Earthquake Catalog search results obtained from USGS ANSS Comprehensive Catalog on 24 October 2017. 2. Refer to USGS ANSS Comprehensive Catalog and USGS Earthquake Hazards Program for additional information on magnitude types. 3. Earthquake Catalog search results include earthquake events within 100 km of the Project Site with magnitudes of 5.0 or greater since 1900. LANGAN PA2017-228 JOB NUMBER: 700048801 700048801_4302 Ford Road ************************* * * * * * E Q S E A R C H version 3.00 * * * * * ************************* ESTIMATION OF PEAK ACCELERATION FROM CALIFORNIA EARTHQUAKE CATALOGS DATE: 10-24-2017 JOB NAME: 4302 Ford Road EARTHQUAKE-CATALOG-FILE NAME: c:\Program Files (x86)\EQSEARCH\February 2016 Update\ALLQUAKE.DAT MAGNITUDE RANGE: MINIMUM MAGNITUDE: 5.00 MAXIMUM MAGNITUDE: 9.00 SITE COORDINATES: SITE LATITUDE: 33.6290 SITE LONGITUDE: 117.8610 SEARCH DATES: START DATE: 1800 END DATE: 2017 SEARCH RADIUS: 62.6 mi 100.7 km ATTENUATION RELATION: 14) Campbell & Bozorgnia (1997 Rev.) - UNCERTAINTY (M=Median, S=Sigma): s Number of Sigmas: ASSUMED SOURCE TYPE: ss [SS=Strike-slip, DS=Reverse-slip, SCOND: 0 Depth source: A Alluvium 1.0 BT=Blind-thrust] Basement Depth: 5.00 km Campbell SSR: 0 Campbell SHR: 0 COMPUTE PEAK HORIZONTAL ACCELERATION MINIMUM DEPTH VALUE (km): 3.0 Page 1 PA2017-228 70004880L4302 Ford Road -------------------------EARTHQUAKE SEARCH RESULTS ------------------------- Page 1 ------------------------------------------------------------------------------- I I I I TIME I I I SITE ISITEI APPROX. FILEI LAT. I LONG. I DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I DISTANCE CODEI NORTH I WEST I I HM Seel (km) I MAG. I g IINT, I mi [km] ----+-------+--------+----------+--------+-----+-----+-------+----+------------DMG 33 .6170 117.9670 03/11/1933 154 7.8 0.0 6.30 0.411 X 6.1( 9.9) DMG 33.5750 117.9830 03/11/1933 518 4.0 0.0 5 .20 0.149 VIII 7.9( 12.8) DMG 33.6170 118.0170 03/14/1933 19 150.0 0.0 5.10 0.123 VII 9.0( 14.5) DMG 33.6830 118.0500 03/11/1933 658 3.0 0.0 5.50 0.136 VIII 11.5( 18.5) DMG 33.7000 118.0670 03/11/1933 51022. 0 0.0 5.10 0.085 VII 12.8( 20.6) DMG 33.7000 118.0670 03/11/1933 85457.0 0.0 5.10 0.085 VII 12.8( 20.6) DMG 33.7500 118.0830 03/13/1933 131828. 0 0.0 5.30 0.083 VII 15.2( 24.5) DMG 33.7500 118.0830 03/11/1933 2 9 0.0 0.0 5.00 0.063 VI 15.2( 24.5) DMG 33.7500 118.0830 03/11/1933 910 0.0 0.0 5.10 0.069 VI 15.2( 24.5) DMG 33. 7500 118.0830 03/11/1933 323 a.a a.a 5.00 0.063 VI 15.2( 24.5) DMG 33. 7500 118.0830 03/11/1933 230 a.a a.a 5.10 0.069 VI 15.2( 24.5) DMG 33.7830 118.1330 10/02/1933 91017.6 a.a 5.40 0.070 VI 18.9( 30.4) MGI 33.8000 117.6000 04/22/1918 2115 0.0 0.0 5.00 0.048 VI 19.1( 30.7) DMG 33.6990 117. 5110 05/31/1938 83455.4 10.0 5.50 0.069 VI 20.7( 33.3) GSG 33.9325 117.9172 03/29/2014 040942.3 4.8 5.10 0.046 VI 21.2( 34.1) GSG 33. 9530 117.7610 07/29/2008 184215. 7 14.0 5.30 0.050 VI 23.1( 37.2) DMG 33. 7830 118.2500 11/14/1941 84136. 3 0.0 5.40 0.050 VI 24.7( 39.8) MGI 34.0000 118.0000 12/25/1903 1745 0.0 0.0 5.00 0.031 V 26.8( 43.2) DMG 33.7000 117.4000 05/13/1910 620 a.a a.a 5.00 0.031 V 26.9( 43.3) DMG 33.7000 117.4000 05/15/1910 1547 a.a a.a 6.00 0.077 VII 26.9( 43.3) DMG 33.7000 117.4000 04/11/1910 757 a.a a.a 5.00 0.031 V 26.9( 43.3) DMG 33.8500 118. 2670 03/11/1933 1425 a.a a.a 5.00 0.030 V 27.9( 44.8) PAS 34.0610 118.0790 10/01/1987 144220.0 9.5 5.90 0.055 VI 32. 3 ( 52. 0) MGI 34.0000 117.5000 12/16/1858 10 0 0.0 0.0 7.00 0.138 VIII 32.9( 53.0) PAS 34.0730 118.0980 10/04/1987 105938.2 8.2 5.30 0.031 V 33.5( 54.0) T-A 34.0000 118.2500 01/10/1856 0 0 0.0 0.0 5.00 0.023 IV 34.0( 54.7) T-A 34.0000 118.2500 09/23/1827 0 0 0.0 0.0 5.00 0.023 IV 34.0( 54.7) T-A 34.0000 118.2500 03/26/1860 0 0 0.0 0.0 5.00 0.023 IV 34.0( 54.7) MGI 34.1000 118.1000 07/11/1855 415 a.a 0.0 6.30 0.071 VI 35.3( 56.8) MGI 34.0000 118.3000 09/03/1905 540 0.0 0.0 5.30 0.028 V 35.9( 57.8) GSP 34.1400 117.7000 02/28/1990 234336.6 5.0 5.20 0.025 V 36.5( 58.7) MGI 34.0800 118. 2600 07/16/1920 18 8 0.0 0.0 5.00 0.019 IV 38.6( 62.2) DMG 34.2000 117.9000 08/28/1889 215 0.0 0.0 5.50 0.030 V 39.5( 63.5) DMG 33.9000 117.2000 12/19/1880 0 0 0.0 0.0 6.00 0.043 VI 42.3( 68.1) DMG 34.0000 117.2500 07/23/1923 73026.0 0.0 6.25 0.052 VI 43.4( 69.9) GSP 34.2620 118.0020 06/28/1991 144354.5 11.0 5.40 0.023 IV 44.4( 71.5) DMG 34.0000 118.5000 08/04/1927 1224 0.0 0.0 5.00 0.016 IV 44.7( 72.0) MGI 34.0000 118.5000 11/19/1918 2018 0.0 0.0 5.00 0.016 IV 44.7( 72.0) PAS 32.9710 117.8700 07/13/1986 1347 8.2 6.0 5.30 0.021 IV 45.4( 73.1) MGI 34.1000 117.3000 07/15/1905 2041 0.0 0.0 5.30 0.021 IV 45.7( 73.6) DMG 34.2000 117.4000 07/22/1899 046 0.0 0.0 5.50 0.023 IV 47.5( 76.4) DMG 34.2700 117.5400 09/12/1970 143053.0 8.0 5.40 0.021 IV 47.9( 77.1) PAS 33.9190 118.6270 01/19/1989 65328.8 11.9 5.00 0.015 IV 48. 3( 77.7) Page 2 PA2017-228 700048801._4302 Ford Road DMG 34.3000 117.6000 07/30/1894 512 0.0 0.0 6.00 0.036 DMG 33.9500 118.6320 08/31/1930 04036.0 0.0 5.20 0.017 DMG 33.7500 117.0000 04/21/1918 223225.0 0.0 6.80 0.070 DMG 33.7500 117.0000 06/06/1918 2232 0.0 0.0 5.00 0.014 DMG 34.3000 117.5000 07/22/1899 2032 0.0 0.0 6.50 0.053 DMG 33.8000 117.0000 12/25/1899 1225 0.0 0.0 6.40 0.048 PAS 33.9440 118.6810 01/01/1979 231438.9 11.3 5.00 0.013 DMG 34.3700 117.6500 12/08/1812 15 0 0.0 0.0 7.00 0.078 DMG 33.7100 116.9250 09/23/1963 144152.6 16.5 5.00 0.013 DMG 33.0000 117.3000 11/22/1800 2130 0.0 0.0 6.50 0.048 EARTHQUAKE SEARCH RESULTS Page 2 V 48.7( 78.3) IV 49.5( 79.6) VI 50.2( 80.7) IV 50.2( 80.7) VI 50.7( 81.6) VI 50.8( 81.8) III 51.8( 83.4) VII 52.6( 84.6) III 54.1( 87.0) VI 54.2( 87.2) I FILEI LAT. I CODEI NORTH I I LONG. I WEST I TIME I I I SITE I SITE I APPROX. DISTANCE mi [km] DATE I (UTC) IDEPTHIQUAKEI ACC. I MM I I H M Sec I (km) I MAG. I g I INT. I ----+-------+--------+----------+--------+-----+-----+-------+----+------------GSP 34.2310 118.4750 03/20/1994 212012.3 13.0 5.30 0.016 IV 54.4( 87.6) GSP 34.2130 118.5370 01/17/1994 123055.4 18.0 6.70 0.055 VI 55.9( 90.0) DMG 34.3080 118.4540 02/09/1971 144346.7 6.2 5.20 0.014 III 57.9( 93.1) DMG 34.2000 117.1000 09/20/1907 154 0.0 0.0 6.00 0.028 V 58.8( 94.6) GSB 34.3010 118.5650 01/17/1994 204602.4 9.0 5.20 0.013 III 61.5( 98.9) DMG 33.9500 116.8500 09/28/1946 719 9.0 0.0 5.00 0.010 III 62.1( 99.9) GSP 34.3050 118.5790 01/29/1994 112036.0 1.0 5.10 0.011 III 62.2(100.1) DMG 34.4110 118.4010 02/09/1971 14 244.0 8.0 5.80 0.021 IV 62.2(100.1) DMG 34.4110 118.4010 02/09/1971 141028.0 8.0 5.30 0.014 III 62.2(100.1) DMG 34.4110 118.4010 02/09/1971 14 041.8 8.4 6.40 0.037 V 62.2(100.1) DMG 34.4110 118.4010 02/09/1971 14 1 8.0 8.0 5.80 0.021 IV 62.2(100.1) ******************************************************************************* -END OF SEARCH-64 EARTHQUAKES FOUND WITHIN THE SPECIFIED SEARCH AREA. TIME PERIOD OF SEARCH: LENGTH OF SEARCH TIME: 1800 TO 2017 218 years THE EARTHQUAKE CLOSEST TO THE SITE IS ABOUT 6.1 MILES (9.9 km) AWAY. LARGEST EARTHQUAKE MAGNITUDE FOUND IN THE SEARCH RADIUS: 7.0 LARGEST EARTHQUAKE SITE ACCELERATION FROM THIS SEARCH: 0.411 g COEFFICIENTS FOR GUTENBERG & RICHTER RECURRENCE RELATION: a-value= 0.973 b-value= 0.345 beta-value= 0.794 TABLE OF MAGNITUDES AND EXCEEDANCES: Earthquake I Number of Times I Cumulative Magnitude I Exceeded I No. / Year -----------+-----------------+------------4.0 I 64 I 0.29358 Page 3 PA2017-228 70004880L4302 Ford Road 4.5 64 0.29358 5.0 64 0.29358 5.5 22 0.10092 6.0 15 0.06881 6.5 6 0. 02752 7.0 2 0.00917 Page 4 PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road New on Beach California APPENDIX B BORING LOGS 26 October 2017 700048801 LANGAN PA2017-228 LANliAN Log of Boring B-1 Sheet of Project Project No. 4302 Ford Road 700048801 location Elevation and Datum 4302 Ford Road, Ne'"-ort Beach, CA Annroximatelv 200 feet (NAVO 88) Drilling Company 2RDrillinn Driling Equipment Limited Access Rin Size and Type of Bit z 8" diameter Hollow Stem Auaer ~ Casing Diameter (in) ~ . ;, Casing Hammer_ I Weight (lbs) - Date Started 10/6/17 Completion Depth 51.5ft Number of Samples Disturbed I Casing Depth {ft)_ Water Level (ft.) First 'SL 10,op(in) -DriUing Foreman s,_ __________ _,_ ________ .._ ___ __, •~~l-s_,_m_•_1•_' __ .,3c."c,Occ-,eD'-. ,,c,,a"-l._,,Me,oe,dc_._,,&,c2,;_'~' O,cc,.D,,._,S;,'""1;,.1.,s="'o"o"n--=-----l Field Engineer £ Sampler Hammer Automatic 7weight(lbs) 140 lbs. I 0'§BYRbhes Jeff ~ " Depth Daniel Judae SamrJe Data Date Finished 10/6/17 Rock Depth - Undisturbed Core 10 . Completion 24HR. -I -':l Remarks - - ; I Elev. 0 :t (ft) N 200.0 Sample Description Scale ! z N-Value (Blows/ft) 10 20 30 40 (Drilling Fluid, Depth of Casing, Fluid Loss, Drilling Resistance, etc.) ,b.--+"""''1---------------------------1--t 0 1 Tan-brown, silty fine to medium SAND, trace clay, (SM), dry. [FILL] ~ 1 - L 3 - • '-4 - ~ 5 -'--1--.-'1'--l----l 3 H ~ Medium dense, tan-brown, silty fine to medium SAND, trace clay, (SM), dry [FILL] 7 ; 15 8 ~ ~7~ 0 192.51---------------------------t : Medium dense, tan-brown, silty fine to medium SAND, 4 (SM), dry. ~ 14 1 ff ii li:: ~ : : :-...._,_..__,_ 1 •-- 1 ).:!:if !!lH Dense, brown-red, silty fine SAND, (SM), moist. L... 13 - ~ 14 - ~ 15 -l-+~O--l----l 9 '7 ~ L...16-00Ul ~ 17 ~ t : 1-18 - L... 19 - L 15 16 I l• I 31 ' I I Hand augered 0 to 5 feet. 3 li!~i 20-'---'--'--'--.l...--'J~l...-----------' PA2017-228 LAN6AN Log of Boring Project Project No. 4302 Ford Road Location Elevation and Datum :·:; ·::-: ~-:·: ~ :·:~ -~:-:?: INtl m1t I ?/i~}- i ?·?}- ~ :·:~ ·(?: Elev. (ft) 180.0 4302 Ford Road, Newport Beach, CA Sample Description Dense, tan, silty fine SAND, (SM), dry. Dense, grey/brown-red, silty fine SAND, (SM), moist. Dense, grey/brown-red, silty fine SAND, (SM), moist. Dense, brown-red, silty fine SAND, (SM), moist. Depth Scale 20 r-21 - r-22 - ,-23 - ,-24 - r-25 r-26 - r-27 - ,-28 - ,-29 - ,-30 ,-31 - r-32 - r-33 - ,-34 - r-35 -36 - - 37 - -38 - -39 - -40 lo :.i./_;_ •• _: :_:;_:_ ••• 159 _ 3 Medium dense, brown-red, silty fine SAND, trace coarse o sand, (SM), moist ~X )(X ~--~-~------------------~ ~ X X X t-)( )( )( - 41 - I ; ; ; :::: )( )( )( ~ : : : i : : : 8 X X X ~ . )( )( )( X X X X X X z X X X ~ X X X capjstrano format;oo CTcsJ ,-42 - r-43 - r-44 - 45 .8 " E 0. ,._ :, .... z 'i Ii: CJ) VJ u;i a: CJ) u '-I' .... a. CJ) VJ I'-a: J, u "i' .... a. CJ) VJ B-1 Sheet 2 of 3 700048801 Approximately 200 feet (NAVO 88) Samole Data h ;:; iii-~ N-Value Remarks ~ ·u; :3 (Blows/tt) (Orilling FkJid, Depth of Casing, ~-if!!m Fluid Loss, Driling Resistance, etc.) 10 20 30 40 ,'.~ 7 a:, 17 19 I I 20 50/5" 50/5" 7 a:, 11 ·31 20 l. 16 I a:, 35 I 40 3 ~ 9 19 10 I I I PA2017-228 z ~ z s ~ 3 ~ • ~ . • a ; ;; N ~ ;; ~ w s LANliAN Project 4302 Ford Road Location 4302 Ford Road, Newport Beach, CA t" ffig Elev. e> (ft) ~~ Sample Description Log of Boring B-1 Sheet 3 of Project No. 700048801 Elevation and Datum Approximately 200 feet (NAVO 88) Sam"le Data Depth Scale Remarks _8 8. § C i]? ffi (:=) (Drilling Flu kl, Depth of Casing, 3 155.0 X X X ~ i?: £ '-= ~ ! ~ Fluid Loss, Drilling Resistance, etc.) --l'-"""''l-----------~----~~~~~-------l--45~1--=+~l----l---l---''''-''''-"''c;;''c+----------------l Very stiff, grey/brown-red, fine sandy SILTSTONE, moist. X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X Very stiff, grey/brown-red, fine sandy SILTSTONE, moist. ~ 5 -46 -oo -49 - ~ 50 0 t ;j; w 10 ~ 17 41 24 ' ' ' 3 ~ 6 "i1>c: >c: >i: "---"---'....,148.5iL-________________________ _,_ ~ 51 ~ 1S 9 2 ~ < 0 J Fi End boring at 51.5 feet. No groundwater encountered. Boring backfilled with bentonite-grout mixture tremie style. C . 1-52 - 1-53 -' 0 ~ 9 0 l-54 - ~ ;; ~ ~ t : t 55 - g ~ '-56 - z ~ 0 ~ 1-57 -;; ~ ~ 8 ~ w ~ 0 J L_ 58 - E . L-59 - " ~ ~ 1..... 60 - z ' u w L 61 - r 0 w ~ < I-62 ~ 0 ~ ~ 1-63 - w w z a 1-64 -z ~ ;; ~ ~ 0 i ~ 65 ~ C : 1-66 - I < ~ 0 u ~ L-67 - t:-68 -: t . 1-69 - z s L a 70 PA2017-228 LAN6AN Log of Boring B-2 Sheet of Project Project No. 4302 Ford Road 700048801 Location Elevation and Datum 4302 Ford Road, Newnort Beach, CA Aooroximately 193 feet (NAVO 88) Driling Company Date Started 2R Drilling 10/5/17 Driling Equipment Completion Depth Limited Access Ria 71.5 ft Size and Type of Bit z 8" diameter Hollow Stem Auaer Number of Samples Disturbed 14 j Casing Diamete~ (in) I Casing Depth (ft)_ Water Level (ft.) 'Drop (in) DriDing Foreman . -I Weight (lbs) g Casing Hammer_ ~ Sampler §,,.,_ _____ 3_"_O_._D_. _C_a_l._M_o_d_._&_2~"-O~.D_._S~ip_li_t _S~p,oo_n __ ~~~~----1 Field Engineer 8! Sampler Hammer Automatic I Weight (lbs) 140 lbs. I Dr~B ~~~hes ~ ~~ ~ ffig Elev. Sample Description Depth Scale 0 i~ (ft) "'i,.,....~=-l-'-'19"'3"'.01--------------------------+-i :\? }· Marine Terrace Deposits {Qyoma+aal -1 - Brown, silty fine SAND, (SM), dry. -2 - ,-3 - ,-4 - ~ :·:~ ·(?: ~ ii\;{ ~ -:·-: :::• :::- Hlllll ,-... ... · ...... ~ :\)'./ U!Jrn 11111 Medium dense, tan, silty fine SAND, trace clay, (SM), dry. ,-5 Medium dense, tan, silty fine SAND, (SM), dry. ,-6 - -7 - -8 - ,-9 - -10 -11 - -12 - -13 - -14 - Medium dense, tan, silty fine SAND, (SM), dry. -15 ,-16 ,-17 - -18 - -19 - 20 ~ J, ;;; M J, ~ ... Q. "' ... Q. II) Cl u First 'Sl.. Jeff Daniel Judae Sample Data I 6 "' 10 - .. I 20• 10 10 "' 14 -16 -16 -50/6" Date Finished 10/5/17 Rock Depth - Undisturbed Core - Completion 24 HR. y -'5l. Hand augered O to 5 feet. 5016" 4 - - PA2017-228 LAN6AN Log of Boring B-2 Sheet 2 of 4 Project Project No. 4302 Ford Road 700048801 Location Elevation and Datum 4302 Ford Road, Newport Beach, CA Approximately 193 feet (NAVO 88) ~g Saml)le Data Elev. Depth ~ ~£ i t,;.S N.Value Remarks I"" (ft) Sample Description Scale ,, 8. :!·u;~ (Blows/fi) (Drilling Fluid, Depth of Casing, ;ilii E >-Fluid Loss, Drilfing Resistance. etc.) ~ I-~-if~m 173.0 z 10 20 30 40 :.• ·::-:~-:': Dense, tan-brown-red, silty fine to medium SAND, (SM), 20 ~1Vi ~ ::-.:: 8 }:~f dry. "i I-"' 15 11. 1--21 -(/) "' -~\ 16 ' .. g :.·· 1!! 1--22 --' .. •. i:: ..... 8. .. ~ .-.·. ~ 23 -er •.: : ..... ~ .:.:: ~ 24 -~ :.-.:, ~ .:.~ I II •};:~?-Medium dense, silty fine SAND, (SM), moist. 1--25 6 :(~). lt) t ~ 9 1--26 -ch "' 20 . . . ~-. 11 ~ .. ,.: ti a. .. ·• 1--27 -~:} ~ ::--~ ~ 28 - ~ :/ 9 ._ .. ~ 29 -~ ... ~ ~ ::-,:: })t ~ 30 ~ :.•: Medium dense, brown-red, silty fine SAND, trace clay, 7 g:/ (SM), moist. "? I-~ 10 11. 1--31 -(/) "' 0 ~ :.·. -:·. -.::. 161.6 10 11' X X X 0 X X X capfstrano formatfoa ITcs) Cl/ X X X 1--32 -0 X X X I ~ X X X 8 X X X X X X 1--33 - 0 X X X iii X X X (!) X X X g X X X 1--34 - I-X X X z X X X a X X X ::; X X X -35 .. X X X Stiff, grey, fine sandy SILTSTONE, moist. 7 !,1 X X X z X X X .... "' "' 12 J: X X X ch u -u -36 -28 w X X X 16 I-X X X 0 w X X X ~ X X X -37 -I I X X X X X X 0 X X X (!) X X X 1--38 -z X X X 11' X X X w X X X w z X X X 1--39 -a X X X z X X X !!I X X X 0 X X X <O X X X ~ 40 <O X X X Firm, grey, fine sandy SILTSTONE, moist. 3 8 X X X '? I-"' O X X X 11. -4 I ~ X X X ~ 41 -(/) "' 9◄ ~ X X X 5 !;j: X X X ~ X X X X X X ~ 42 -X X X ~ X X X X X X 0 X X X r 43 -i X X X I 0 X X X U X X X ~ X X X -44 -I X X X I z X X X ~ X X X X X X 45 PA2017-228 LAN6AN Log of Boring B-2 Sheet 3 of 4 Project Project No. 4302 Ford Road 700048801 Location Elevation and Datum 4302 Ford Road, Newport Beach, CA Approximately 193 feet (NAVO 88) ~5 Samole Data Remarks m Elev. S I D . t' Depth ,; "o. 0,; _c: ;_i -_.,,_ ;lai N•Va/ue ~:; (ft) amp e escnp 10n Scale Dg ,-~ w -(Blows/n) (OrillingFluid,OepthofCasing, :l: ~ ~ ?:: ~ "° ~ ~ al Fluid Loss, Driling Resistance, etc.) ..,,_..,,....,,..+c14~s~.o+-....,...:--=:--........,,----,-=====---c:-------+-45 -+_z_,_..,__,__-+-_10-20-'o~•o_. _____________ .... : : : Very stiff, grey, fine sandy SILTSTONE, moist. a 1 1 \ I ~XXX ~fr CX) a : : ~ ..... 46 -(/) u ~ 17 9 ~ ~ = ~ 22 .§ ~ = ~ .. )( )( )( a: : : ~ )( )( )( X X X X X X ~ )( )( )( ~ : : : X X X Very stiff, dark grey, fine sandy SILTSTONE, moist. Very stiff, dark grey, fine sandy SILTSTONE, moist. Very stiff, dark grey, fine sandy SILTSTONE, moist. Hard, dark grey, fine sandy SILTSTONE, moist. Hard, grey, fine sandy SILTSTONE, dry. t-47 - -48 - -49 - t-50 -+-t-r+-t---t ~ ti: t-51 -rJi 00 t-52 - t-53 - -54 - 5 9 12 -55 -+-1--,...+---<-----I -56 _-1--t-""t--+---t -57 - -58 - t-59 - -60 -+-+-..+-+---< 5 N >- -61 -ch 3i 14 7 -62 - -63 - -64 - -65 -t:::-$---:-1::t:c:=m~lli-S::-t-.,,.,50c::1s7• -66 - -67 - -68 - t-69 - I 50/5" 1" fine to coarse brown-red clayey sand layer mid-way in sampler. Hammer pinging noise during sampling, possible cobble. Collected sample within the full length of the California Modified Sampler, however driving the sampler only recorded 50 blows for the first 5-inches. 10.....___,___.____._ _ _,__........__,_I_,__ ________ _. PA2017-228 LAN6AN Project Location •a •• ~~ X X X X X X z X X X X X ~ X X X X ~ X § I m I ~ ' ~ 9 ~ ~ i ~ i ~ I ~ ; 8 X X 4302 Ford Road 4302 Ford Road, Newport Beach, CA Elev. Sample Description (ft) 123.0 Very stiff, grey, fine sandy SILTSTONE, dry. 121.5 Log of Boring Project No. Elevation and Datum Depth Scala 70 I='" 71 -:: 1:-72 - 1-73 - 1-74 -~ : ~ 75 _- 1-76 - I-77 -r 78 _ -79 - -80 - -81 - ~ 82 ~ -83 - -84 - -85 ~ -86 - -87 - t-88 -~ : 1:-89 ...: 1-90 - 1-91 - ~ : 1:-92 _- 1-93 - ~ • § ~ ~ z ., ~ ;,;; ~ ~ ~ ~M- B-2 Sheet 4 of 4 700048801 Approximately 193 feet (NAVO 88) SamDle Data §c ~ .!i .5: N-Value Remarks c•~ (Bkrws/ft) (Drilling Fluid, Depth of Casing, ~-= ~i!!lll Fluid Loss, Drilling Resistance, etc.) 10 20 30 40 ,Y 12 28 : ~ 12 16 ' ! i I ' I i ~..__ .... _,._ ___________________ ~:-95--'----'-,._.,__.._'--__ .._ _________ _, PA2017-228 LANliAN Log of Boring B-3 Sheet of 3 Project Project No. 4302 Ford Road 700048801 Location Elevation and Datum 4302 Ford Road, Newoort Beach, CA Approximately 193 feet (NAVO 88) Driling Company Date Started Date Finished 2R DrillinQ 10/5/17 10/5/17 Driling Equipment Completion Depth Rock Depth Limited Access Rig 51 .5 ft - Size and Type of Bit Number of Samples Disturbed Undisturbed Core z 8" diameter Hollow Stem Auger 10 - -~ Casing Diameter (in) I Casing Depth (fl)_ First Completion 24 HR. z Water Level (ft.) 2. y ~ s --- - § Casing Hammer_ I Weight (lbs) I Drop (in) -Drining Foreman - " Sampler Jeff & 3" 0.0. Cal. Mod. & 2" 0.0. Split Sooon Field Engineer " Sampler Hammer I Weight (lbs) I Dr§B VR6hes er Automatic 140 lbs. Daniel Judge :i ~6 Sample Data a. Remarks .., "'"' Elev. Sample Description Depth :;; 8. h ~1i~ N•Value \'! ~~ (ft) Scale .0 (Blows/ft) (Drilling Fluid, Deplh of Casing, 0 'i"' § >, ~:,: ~~~ Fluid Loss, Drilling Resistance, etc.) I-i-< 193.0 z 10 20 30 "'0 .... 0 I I I 0 I:! "' .. § MildD!I I11rr11.11 12!111211itli (Qy2m1+i1i1l ,-1 -Hand augered O to 5 feet. .. ii'. (!) Brown, clayey fine to medium SAND, (SC), moist. ,-2 -ui .. ~ <( ~ .. m :x: 0 _, ,-3 -_, ir .. 0 I "' q .. ~ 4 -0 .. ,! I 0 5 I N Medium dense, brown-yellow-white, clayey fine SAND, ~ .;, .. 6 (!) some silt, (SC), moist. ~ a: co 0 VJ 12 _, ~ 6 -u ~ 28 (!) .. 16 z ir 0 7 -"1 .. ,- 0 185.( l:l~ 7: }· ~--------------------------§ ... ·. ,-8 -,•: ~ .:.-: J) ~). g ::-,; ,-9 -:.• it , .. li ,-10 <) : ; Medium dense, brown, silty fine SAND, (SM), dry. 10 I) ~ I-co 13 a. ~ I ,_ 11 -Cl) "' 29 \ , .. 16 I\ ~ _.·._: :.•:_:_ I/ t. ,_ 12 -\ ? I/ ·\ ~). ,-13 - z .. :.• -14 -<3 ..... ·? ~). I I ti }: t. Very dense, tan-brown, silty fine SAND, (SM), dry. -15 I 15 "? er ... 0 •• u ~ 35 !? •, .... -16 -Cl) ]t 50/5' I r ,5 .. : ... -17 -<( I- \.\ ~). -18 - :,• ·r ?i~t ,-19 -I :·::: -~·-: ·:::-: 2 I I, 0 PA2017-228 LAN6AN Log of Boring B-3 Sheet 2 of 3 Project Project No. 4302 Ford Road 700048801 Location Elevation and Datum 4302 Ford Road, Newport Beach, CA Approximately 193 feet {NAVO 88) ~g Samole Dala Elev. Depth .8 tc' ~ :§ i& N-Value Remarks w:; (ft) Sample Description Scale 8. (Blows/It) (Oriling Fluid, Oepth of Casing, i~ E ,?: ~:: t) : :l :, Fluid Loss, Drilling Resistance, etc.) 173.C z 0: a. ~"' 10 20 30 40 ~\ ] \:. Medium dense, tan-light brown, silly fine to medium SAND, 20 I I 'I 9 ~-. (SM), dry. "'t !i: IX) 14 "\i ~ :"·: , .. -21 -rn 1/) ~ :s ,-·._: :::.:. 14 ' · . :.• .§\ -:r ?:. -22 - ~ :·.- I~ ~~-: :.· .. .. ~ .... 170.0 ---------------------------,-23 -0: :::; a. ,-24 -"' \'i 0 " ,_ Hard, brown, fine sandy SILT, (ML), moist. ,-25 0 12 ~ "? 0: IX) "' 30 ~ >-26 -rn (.) ~ 66 36 -, a. -27 -C) ui ~ 165.0 ~~-. '. ~---------------------------28 - I i ~ :,-.; it i .:.-: -29 -......... I ,.!. :·: ~ .:_,: ·;:~?: -30 ~ ::·.; Medium dense, brown, silty fine SAND, (SM), moist. 5 :::• ._.:· '9 !i: IX) J ... -: 8 r1 I · ..... -31 -rn 1/) ~ z ::·-~ ~i 13 ~ :\ -32 -I I .::.~~· .. 1·-160.0 ~---------------------------33 -X X X X X X X X X I X X X -34 -X X X Capistrano formation ITcsJ X X X X X X 11 X X )( -35 )( )( )( Very stiff, grey, fine sandy Sil TSTONE, moist. )( )( )( 6 X )( X ~ 0: ~ I )( )( X rn (.) 11 )( )( )( ,-36 - )( )( X 17 I )( )( )( )( )( )( )( X )( >-37 -X )( )( )( )( )( )( )( )( )( )( )( -38 -)( )( )( )( X )( )( )( )( )( )( )( -39 -)( )( )( I )( )( )( )( )( )( )( )( )( -40 X X X Stiff, grey, fine sandy Sil TSTONE, moist. 3 )( )( )( )( )( )( '9 !i: ~ 5 )( )( )( -41 -rn 1/) 12◄ )( )( )( X X )( 7 X X )( )( )( )( -42 -)( )( )( )( )( )( )( )( )( )( )( )( >-43 -I X X )( )( )( X )( )( )( )( )( X )( )( X -44 -)( )( )( X )( )( )( )( )( 45 PA2017-228 LANliAN Log of Boring Project Location t" ffig e> ~~ X X X X X X z X X X ~ X X X X X X z X X X 5 X X X ; X X X .'I X X X X X X i: )( X X ~x " • • M " ~ § ~ ij ! i ~ < □ I ! i I < I X X X X X X X X X X X X X X X X X X X X X X X X X X Project No. 4302 Ford Road Elevation and Datum 4302 Ford Road, Newport Beach, CA Elev. (ft) 148.0 Sample Description Very stiff, grey, fine sandy SILTSTONE, moist. Depth • ! D Scale E , z 45 ~ "' L 46 -" L 47 - t : I-46 - L 49 - Very stiff, grey, fine sandy SILTSTONE, moist. -50 0 -51 ~ ~ ~ ,;, 00 141.SL--------------------------C End boring at 51.5 feet. No groundwater encountered. Boring backfilled with bentonite-grout mixture tremie style. -52 - -53 - 1-56 - L 57 - ~ 58 ~ t : 1-59 - t-60 - t-61 - C 1-62 - 1-63 - L.. 64 - I-65 - 1-66 - L 67 - C . 1:-68-: t : 1-69 - L B-3 Sheet 3 of 700048801 Approximately 193 feet (NAVO 88) Samnle Data \~ fi~ 1~ ~ !!!ca 7 :" 12 30 5 :" 10 15 N-Value (Blows/fl) 10 20 30 40 !42 i i : 2~• ' Remarks {Dliling Fluid, Depth of Casing, Fluid Loss, Drilling Resistance, etc.) 3 ~ ! '---'----'-----------------------~70--'-.l...--'--I...--'-------'------------~ PA2017-228 LANliAN Log of Boring P-1 Sheet of Project Project No. 4302 Ford Road 700048801 Location Elevation and Datum 4302 Ford Road, Ne"""ort Beach, CA A"'"'roximatelv 193 feet (NAVO 88) Drilling Company Date Started Date Finished 2R Drillinn 10/5/17 10/5/17 Drill!ng Equipment Completion Depth Rock Depth Limited Access Rin 10 ft - Size and Type of Bil ~ 8" diameter Hollow Stem Auner ! casing Diarnete: (in) Number of Samples Disturbed Undisturbed Co<e ---I Casing Depth (ft)_ Water Level (ft.) First Completion 24 HR. 'SL -I -7. -i casing Hammer_ I Weight (lbs) -I Drop (in) -Driling Foreman -e Sampler ~.1-____ _:_-_______________________ -tField Engineer Jeff er Sampler Hammer -I Weight (lbs) -I Drop (in) -Daniel Judae 'i--~-------'--'----------'-----'-~-~-=e;s"'am"""'~'•"'oa"'t~a--~-----------1 ~ ~a Remarks l!;) ffi!!! Elev. S I D . 1. Depth t ~ ~-..: __ c •• (ft) ampe escnpmn Scale E _g; s ••. 511-m!P (DrilingFluid,DepthofCasing, 9. i"' ::, .-er -if I!! ffi Fluid Loss, Drilling Resistance, etc.) ~l,,,n,-z,;,f'19~3~.0'f--------------------------i-0 ~~z->--+-+---+-----+-------------~ § ~ ,, "": ~ .-;_. 11,}:'""': ~ .. ~ . ;:: r~ .. 0 ,. N • iV:." :(;- ~ i < 0 ~ ; ~ I a i ~ -1 - Brown, clayey fine SAND, (SC), moist L 2 -i ~ 3 C L 4 - L 5 - f 6 C : L 7 - L 8 - L 9 - t 10 -183.011--------------------------+- End drilling at 10 feet below ground surface. Boring was backfilled with soil cuttings upon completion of Percolation Test. No groundwater was encountered. 1-11 - 1-12 - I-13 ~ 1-14 - L-15 - L_ 16 - E : L-17 - ~ L-18 -I L19 J t ~'--..L-L---------------------'--20-'---'-.L..-'---'----'------------' PA2017-228 LAN6AN Log of Boring P-2 Sheet of Project 4302 Ford Road Location 4302 Ford Road, Ne"-ort Beach, CA DriHing Company 2R Drillin,., Drining Equipment Limited Access Rin Size and Type of Bit z 8" diameter Hollow Stem Auner ~ Casing Diameter (in) 5 • ] Casing Depth (fl)_ . I Drop (in) . ~ Casing Hammer_ I Weight (lbs) S1------------'---------"--------I t: Sampler ! -..... Sampler Hammer ~ ~5 ~ ~ Elev. ~ I!!~ (ft) 0 li~ oi l..200.0 1 Weight Obs) JDrop{in) Sample Description Brown, silty fine SAND, (SM), moist End drilling at 10 feet below ground surface. Boring was backfilled with soil cuttings upon completion of Percolation Test. No groundwater was encountered. Project No. 700048801 Elevation and Datum Annroximatelv 200 feet (NAVD 88) Date Started 10/5117 Completion Depth 10 ft Number of Samples Disturbed First Water Level (ft.) Sl. DrilHng Foreman Jeff Field Engineer Daniel Judoe Samnle Data Deplh j ! ~~ 1,~ Scale E Jc§ , z ~ m t 0 ~ 1 - '-2 - -3 - '-4 - '-5 - '-6 - [ 7 ~ • 8 - '-9 - 10 - t : t-11 -: C • 1-12 - 1-13 - I-14 - 1-15 - '-16 - f 17 "". • ~ 18 - 1-19 - L 20 . . Date Finished 1015117 Rock.Depth . Undisturbed <Me . . Completion 24HR. y -.'l. . Remarks (Onling Fluid, Depth of Casing, Flukl Loss, Drilling Resistance, etc.) PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road New ort Beach Californi APPENDIX C CPT LOGS 26 October 2017 700048801 LANliAN PA2017-228 z-.... ~ K~ Kehoe Testing and Engineering 714-901-7270 rich@lcehoetesting.com www .lcehoetesting.com Project: Langan Eng. & Environmental Services Location: Bonita canyon Dr & MacArthur Blvd Newport Beach, CA Cone resistance qt Sleeve friction 0 0 2 2 4 4 6 6 8 8 10 10 12 12 14 14 16 16 18 18 20 20 22 22 24 24 26 26 28 28 30 30 ~ 32 ..., 32 .... ~ 34 34 -:g_ 36 -:g_ 36 QJ 38 QJ 38 0 0 40 40 42 42 44 44 46 46 48 48 so so 52 52 54 54 56 56 58 58 60 60 62 62 64 64 66 66 68 68 70 70 0 100 200 300 400 0 2 4 6 8 10 Tip resistance (tsf ) Frie tion (t sf ) Pore pressure u 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 ~ ..., .... 32 ~ 34 t 36 QJ 38 0 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 12 0 100 200 300 400 Pressure ( psi) CPeT-IT v.2.0.1.SS -CPTU data presentation & interpretation software -Report created on: 10/6/2017, 9:00:24 AM Project file: C:\langanNewportBchl0-17\Plot Data\Plots.cpt Friction ratio 0 ,-------------, 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 ~ 32 ~ 34 t 36 QJ 38 0 40 42 44 46 48 so 52 54 56 58 60 62 64 66 ~~ I I 0123 456 78 Rf (%) CPT-1 Total depth: 70.41 ft:, Date: 10/5/2017 Cone Type: Vertelc Soil Behaviour Type o~--~--------~ 2 ~ :J Sarxl & silty sam I Very dense/stiff scil 4 31ay lay w ul ~ K ~ IB m n N H ~ 30 Clay & silly clay Clay & silly clay Silty sam & sandy silt Silty sam & sandy silt Silty sam & sandy silt Very dense/stiff sci I z-~ 32 Silty sam & sandy silt Silty sam & sandy silt Sam & siltv sam .C 34 ..., 0. 36 ~ 38 40 42 44 46 48 50 52 541 cl 56 58 60J ~ 62 64 66 Silty sam & sandy silt Sillv s;r,d & sandy sill Clay & silly clay Clay & silly clay ~ lay lay & sil clay y & s11 cl ii~ saml s~ silt 81ay & sillv clay lay & silly clay Clay & silly clay Silty sam & samy silt Clay & silly clay Clay & silly clay Silty sam & sandy sill ~~ 1 : 1 : r. ,C\3¥,&,sil~ <;lav • I 2 4 6 8 10 12 14 16 18 SBT (Robertson, 2010) 0 PA2017-228 ........ ..... ..... ~ K1'T Kehoe Testing and Engineering 714-901-7270 rich@kehoetesting.com www .kehoetesting.com Project: Langan Eng. & Environmental Services Location: Bonita Canyon Dr & MacArthur Blvd Newport Beach, CA Cone resistance qt Sleeve friction 0 0 2 2 4 4 6 6 8 8 10 10 12 12 14 14 16 16 18 18 20 20 22 22 24 24 26 26 28 28 30 30 ........ 32 ..... ...... 32 ~ 34 34 £j 36 °R 36 0. <11 38 <11 38 0 0 40 40 42 42 44 44 46 46 48 48 50 50 52 52 54 54 56 56 58 58 60 60 62 62 64 ;;i ) I 66 68 I I I 70 0 100 200 300 400 0 2 4 6 8 10 Tip resistance (tsf) Fric tion (tsf) Pore pressure u 0 2 - 4 - 6 - 8 - 10 . 12 . 14 16 18 • 20. 22- 24- 26 28 30 -........ ..... .... 32- ~ £ 34 - 36-0.. <11 38 0 40 42- 44- 46- 48- 50 52 - 54. 56- 58- 60 - 62- 64- 66 - 68 - 1·2 70 ' 0 100 200 300 Pressure (psi) CPeT-IT v.2.0.1.55 -CPnJ data presentation & interpretation software -Report created on: 10/6/2017, 9:01:01 AM Project file: C:\LanganNewportBchl0-17\Plot Data\Plots.cpt Friction ratio 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 ........ ..... .... 32 ~ 34 °R 36 <I.I 38 0 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 400 0 1 2 3 4 5 6 7 8 Rf (%) 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 ........ ..... ..... 32 ~ ..c 34 ..... 36 0. <I.I 38 0 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 0 CPT-2 Total depth: 70.41 ft, Date: 10/5/2017 Cone Type: Vertek 2 Soil Behaviour Type Sard & silly sard xlay & silly clay ~i{q s ard & sardy sill 81ay & silt,, clay ay & SIiiy clay Sard & silly sard Silly sard & sardy silt Sillv sa,q & sardv silt Sar.:l & sill'/ sard' Sard & silly sard Silly sard & sardy silt Sard & silly sard Very oense/sbff scil Very dense/stiff sol Silly sard & sardv silt Very dense/stiff sal Silly sard & sardy silt ~ ~ rd & slii sard i ty sard sarqy silt 1 ty sard sardy silt Sard & silly sard Clay & silty cl~ Very dense/stilfscil Clay & silly clay Silly sard & sardy silt Clay & silly clay Clay & sill'f clay Clay & silly clay Silty sard & sarcy silt Silty sard & samy silt Silly sard & sardy silt 4 6 8 ~ ~ ~ ~ U SBT (Robertson, 2010) 0 PA2017-228 Preliminary Geotechnical Investigation Report 4302 Ford Road New ort Beach California APPENDIX D LABORATORY TEST RESULTS 26 October 2017 700048801 LANliAN PA2017-228 MOISTURE DENSITY TESTS PROJECT Langan # 700048801 JOB NO. 2012-0057 BY LO DATE 10/14/17 Sample No. B-1 / S-5 B-2 / S-3 B-3 / S-3 Depth (ft) Testing Soil Type Brown, Silty Sand Brown, Silty Sand Brown, Silty Sand Wet+Tare 848.8 850.2 889.3 No. Ring 5 5 5 Wet Weight Dry Weight Wet density 103.7 105.5 105.1 %Water 9.4 6.0 8.0 Dry Density 94.7 99.5 97.3 0.8.Press(psf) Sample No. Depth (ft) Testing Soil Type Wet+Tare No. Ring Wet Weight Dry Weight Wet density %Water Dry Density 0.8.Press(psf) ~~R~M~9ic PA2017-228 PLASTICITY INDEX ASTM 04318 60 50 40 )( 41 '0 -=30 ~ ·c; i RI ii: 20 10 0 -j 0 Sample 8-2 / S-8 8-3 / S-7 ):8-2 / S-8 I e B-3 / S-7 I V CL-//I 10 20 30 Depth LL 44 49 Job Name: Langan# 700048801 Job No.: 2012-0057 "A" line V I I V CH / / CL Iv )I( OH anc MH / / V ML and OL I 40 50 60 70 80 90 100 Liquid Limit PL Pl uses Material Description 19 25 CL 21 28 CL Date: 10/14/17 PA2017-228 Job Name Job No. Sample Soil Type % water Wet weiqht Dry weight + 200 sieve % Retained %Pass. #200 Sample Soil Type % water Wet weight Dry weiqht + 200 sieve % Retained %Pass. #200 Sample Soil Type % water Wet weight Dry weight + 200 sieve % Retained %Pass. #200 Sample Soil Type % water Wet weight Dry weight + 200 sieve % Retained %Pass. #200 WASH #200 SIEVE -ASTM D 1140-92 Langan # 700048801 2012-0057 B-1 / S-1 Sample Soil Type 6.8 % water 211.4 Wet weight 197.9 Ory weight 159.3 + 200 sieve 80.5 % Retained 20 %Pass. #200 B-3 / S-5 Sample Soil Tvoe 12.7 %water 213.3 Wet weight 189.3 Dry weiqht 95 + 200 sieve 50.2 % Retained 50 %Pass. #200 Sample Soil Type % water Wet weight Dry weight + 200 sieve % Retained %Pass. #200 Sample Soil Type % water Wet weight Dry weight + 200 sieve % Retained %Pass. #200 B-1 / S-6 Sample Soil Type 10.6 % water 210.1 Wet weight 190.0 Dry weight 131 .7 + 200 sieve 69.3 % Retained 31 %Pass. #200 Sample Soil Tvoe % water Wet weight Dryweiqht + 200 sieve % Retained %Pass. #200 Sample Soil Type % water Wet weiqht Dry weight + 200 sieve % Retained %Pass. #200 Sample Soil Type % water Wet weight Dryweiqht + 200 sieve % Retained %Pass. #200 Date By B-2 / S-5 14.1 207.6 181.9 95 52.2 48 10-15 LD PA2017-228 Langan# 700048801 CONSOLIDATION TEST-ASTM 02435 Job No. 2012-0057 Boring/ Sample No. B-2 / S-7 Depth: 35.0' Date 10-11-17 1.00 10 Cl 'Q?l7 __ Q...99.j t8 r---, ~ ,__ (1_9_8_8j _ 0.99 -o~ss s: r-i-,~ ■ Natural (\ , n 9E 30 o.~af 9 r-.. ........... ........ .....:......._ r--.... o Submerged 0.98 ............... ~ 9'i 9, ~ ~ "' 0.97 --' r .97?~ -' IU :iu .. .., 0.96 0.95 0.94 0.93 Siltstone 0.92 Dry Density: 97.0 pct en Q>0.91 Initial Water Content: 27.8 % .c Final Water Content: 28. 7 % 0 .s PSF height (in.) :=:-o.9o HP@2000 PSF .c 200 0.9958 en ·a; 400 0.9927 I o.89 1000 0.9881 QI 0.. 2000 0.9830 E ~0.88 Water 0.9855 --,....,_ (/) 4000 0.9796 0.87 8000 0.9643 2000 0.9728 0.86 500 0.9859 0.85 ~ 0.84 0.83 . 0.82 --,- 0.81 0.80 100 1000 Vertical Pressure (psf) 10000 100000 PA2017-228 Job No. 2012-0057 DIRECT SHEAR TEST-ASTM D-3080 Langan # 700048801 • peak shear strength • strength at 1/4" displacement 4000 .:;::i::;::::;:.::i::;:::i:;:::.:;::;::i::;::::p ::i::;:::i:;:::.:;::;:;::;::::p::i::;:::i:;::;:::;:::i:;::;::::;::;::i::;::::;:::;:::i::;::i;:::;:::.:;::;:;::;::::p::i::;::i:;::;::;::;:;::;::::;:::;:::i::;::i;:::;::;:::;:i:;:::.:p :+:;::::;:::;::J 3500 :::l:t:t:::t:tt:1:=:::::t::::t:t:::t:tt:1:::t:::::::::::::t::::t:::1:::::::::::=1:::::::t::::tt :::t:tt:1:=:::::::::t:t:::t:tt:=:::::::::t:tt::::tt:::::::::::=1:::::::::::::t:t~ 3250 ~:t:t:::::::::1::::::::::::::::t:t:::::::::::1::::::::::::::::t:t:::::::::::1::::::::::::1:t:t:::::::::::::::::::::::1::::::::::::::::t:t::::::::t:::::::::::::::::::t::::::::::::1:::::::::::::1::::::::::::::::tm 2750 l-l-l-++-+++-1-++-+-+++++++-1-++-+-++++-+++-!l-++H-+++-+-++-1-++-H-++++-++-1-++-++++++-++-1-++-+++++-1-++,1"1-++++-1 d5oo ~::::t::::::::::::1::::::::::::::::::,:::::::::::1:::::::::::::::t:::::::::::1:::::::::::::1::::t:::::::::::,::::::::::::1::::::::::::::::::t:::::::::::1:::::::::::::::::::::::::~::++:::::t.~t::::::::m ~ t:J::t:t:t::t:ttl:t:t t::1::t:t:t::l:ttl:t:tt::1::t:t:t::l:ttl~:ttl:t::t:t::1::t:t:~:ttl~tt::1:::t::t:t::l+tl:t:ttl:::t:t~t tl~:t~'.'.'.l::t:t::l+tl:l:1 ~ 250 8:!:EE!=EE3::EE:!:ES=EE3::EE:!::ES:!:E3:=EE3::EE=EES=EE3::EE:!::ES:!:EE!::EE3:E8!~8=EE3::EE=EE!=E g> ~:::t:::::::::::::::::::::::::::::t:::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::::1:::::::::::::::::::::::::::t ::::::tt1::::::::::::::;r:::::::::::::1:::::::::::::::::::::::::::::t ~ !!:!2000 ~:tt ::::::::::::::::::t::::::::t:::::::::::::1::::t:::::::::::::::::::::::1::::::::::::::::::t:::::::::::1::::::::::::1::::t::::::::t ~+t1:::;;::;:t-::tt:::::::::::1:::::::::::::::::::::::::::t ~ en ...._, HH+:::1::::t:+::::::::::::::::::::1:::::::::::::::::::::::::::t::::::::::::::::::::::::::t:::+:::1::::::+:::~~::::::i ~+::::::+:::+t:::+:::::::::+::::::+:::+t~ ro•750 Q) ~++1=+++=l=++~++1~++=l=++~++~++=l::::t:++=l=++~+~r=t~~=++~~+:=::++1=+++=l++:~++1=::++=l=++~+::=~ ..c ~.:tt'/:!.:ttti::++tf.:tt'/:!.:tt'i::++ti.:t+/:!.:tt'/:!.:ttti::++tf.:t~~.:tt'~~tli::++/:!.:tt'i::+.:ttti=t+tf.:tt'/:!.:tt'i::++tf.:t+t::: CJli 500 t:Jj:t:t::l::ttl~:t:t:lj:t:t::lj:t:t::!:t:t:lj:t:t::l::t:t:t::l+tlt:J:ttel~:t:t::1::t;t:~:t:tlt:J::t:t:t::t:t:t::1:t:tl~:t:t:t:::t::t:t::1:t::t:~:t:t:t~:t:t:t:1 1250 ~:::::::::::::::::::,:::::::::::::1::::::::::::::::::::::::::1::::::::::::::::::::;:;::1'+:t':::~t:::::t:::::::::::,::::::::::1::::::::::::::::::::::::::::::::1::::::+:::::::::::::::::::::::,:::::::::::::::::+:::::::; o t:;l:'.!::ttt::tD:t:tt:!:t:ttt:tD:t:tt:!:t:tt:t:tDtt:tD:t:tt:!:t:tt:t::tDtt:tt:!:t:tt:t:tDtt:tDt!:tt:!:t:tt:t::tDtt:tt:!t!:tt:tl 0 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500 3750 4000 Sample B-1/S-5 ilWl Undisturbed & Saturated Normal Pressure (psf} 1000 2000 4000 Date: 10-14-17 Normal Pressure (psf) Strain Rate: 0.0084 in. / min. Description Silty Sand Dry Density (pcO 94.7 Peak Shear Strength (psf} 830 @ 0.0700" 1630@ 0.0800" 3140@ 0.0950" C = 150 psf ~ = 35 deg. Initial w.c, (%) Eioal w,c, (%) 9.4 28.0 Ultimate Shear Strength (psf} 660 1340 2830 C = 0 psf ~ = 34 deg. Geologic Associates PA2017-228 Job No. 2012-0057 DIRECT SHEAR TEST -ASTM D-3080 Langan # 700048801 • peak shear strength • strength at 1 /4" displacement 4000 3750 3500 3250 3000 2750 .,::2500 "' a. ~250 -01 C ~000 ci5 «ll750 Cl> .c °'1500 1250 1000 750 500 250 0 0 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500 3750 4000 sample 8-2/S-3 :we. Undisturbed & Saturated Normal Pressure /psfl 1000 2000 4000 Date: 10-14-17 Normal Pressure (psf) Strain Rate: 0.0084 in. / min. Description Silty Sand Dry Density (pcO 99.5 Peak Shear Strength /psQ 1030@ 0.0555" 1730@ 0.0755" 3190@ 0.1055" C = 250 psf ~= 36 deg. Initial w.c, (%) Eioal w,c. (%) 6.0 25.6 Ultimate Shear Strength /psfl 650 1360 2440 C = 100 psf ~= 30 deg. Geologic Associates PA2017-228 Job No 2012-0057 DIRECT SHEAR TEST -ASTM D-3080 Langan # 700048801 • peak shear strength .. strength at 1 /4" displacement 4000 3750 3500 3250 3000 2750 .,::1500 "' t±±±tl:ttt±±±±l:ttttttl±±±Jl:ttt±±±tl:ttt±±±±l±±:t±±tl±±±Jl:ttttttt:J:ttt±±±±l±±:t±±±tlfflt:tl a. d25o -Cl C ~000 u5 n,1750 (I) .c °'1500 1250 1000 750 500 250 0 0 250 500 750 1000 1250 1500 1750 2000 2250 2500 2750 3000 3250 3500 3750 4000 Normal Pressure (psf) Sample B-3/S-3 ~ Undisturbed & Saturated Normal Pressure /psQ 1000 2000 4000 Date: 10-14-17 Strain Rate: 0.0084 in. / min. Descrjptjon Silty Sand Dry Density fpcfl 97.3 Peak Shear Strength /psQ 1010@ 0.0505" 1630 @ 0.0955" 3260 @ 0.0900" C = 250 psf ~ = 37 deg. loitial w.c. t¾I Eioal w.c. <%1 8.0 24.8 Ultimate Shear Strength /psQ 620 1370 2540 C = 0 psf ~= 33 deg. Geologic Associates PA2017-228 Langan Engineering# 700048801 SOIL TEST RESULTS Job No. 2012-0057 SAMPLE NO.: B-1 / B-1 @ 0 -5' DESCRIPTION Silty Sand DIRECT SHEAR TEST (type) Initial Moisture Content % Drv Density (pcf\ Normal Stress (psf) Peak Shear Stress (psf) Ultimate Shear Stress (psf) Cohesion (psf) Internal Friction Anqle (deqrees) EXPANSION TEST UBC STD 18-2 Initial Drv Density (pcf) Initial Moisture Content % Final Moisture Content % Pressure (psf\ Expansion Index lswell % CORROSIVITY TEST Resistivity (CTM643) (ohm-cm) 2,400 PH (CTM643) 8.1 CHEMICAL TESTS Soluble Sulfate (CTM 417) loom) 1,111 Chloride Content (CTM 422) (ppm} 73 Wash #200 Sieve (ASTM-1140) % Sand Equivalent (ASTM D2419) ~~o«?~ .. ~~9ic PA2017-228 Preliminary Geotechnica/ Investigation Report 4302 Ford Road New art Beach California APPENDIX E PERCOLATION TEST RESULTS 26 October 2017 700048801 LANliAN PA2017-228 Preliminary Geotechnical Study Report 4302 Ford Road, Newport Beach, california Langan Project No.: 700048801 Project: Test Hole No.: Depth of Test Hole (ft): Casing Depth (ft): Trial No. Sandv soil criteria 1 Sandy soil criteria 2 1 2 3 4 5 6 7 8 9 10 11 12 Comments: 10/25/2017 PERCOLATION TEST DATA SHEET LANGAN 4302 Ford Road, Newport Beach, California Project No.: I 700048801 Date of Test: 10/5/2017 P-1 Tested By: I DJJ 10 uses Soil Classification: clayey fine SAND (SC) 10.0' PVC Pipe; Perforated entire length of pipe Test Hole Diameter (in): 8 Date Time of Initial Depth to Time of Final Depth to Time Interval Change in Water Percolation Rate Infiltration Rate Measurement Water (Feet) Measurement Water (Feet) (min) Level (Feet) (in/min) (in/hr) 10/5/2017 12:00 PM 4.00 12:25 PM 4.11 25 0.11 0.05 10/5/2017 12:25 PM 4.11 12:50 PM 4.20 25 0.09 0.04 10/6/2017 6:40AM 4.20 7:10AM 4.35 30 0.15 0.06 10/6/2017 7:11AM 4.35 7:41AM 4.49 30 0.14 0.06 10/6/2017 7:42AM 4.49 8:12AM 4.55 30 0.06 0.02 10/6/2017 8:13AM 4.55 8:43AM 4.71 30 0.16 0.06 10/6/2017 8:44AM 4.72 9:14AM 4.88 30 0.16 0.06 10/6/2017 9:15 AM 4.88 9:45 AM 5.04 30 0.16 0.06 10/6/2017 9:46AM 5.04 10:16AM 5.2 30 0.16 0.06 10/6/2017 10:17 AM 5.20 10:47 AM 5.35 30 0.15 0.06 10/6/2017 10:48AM 5.35 11:18AM 5.51 30 0.16 0.06 10/6/2017 11:19AM 5.51 11:49AM 5.67 30 0.16 0.06 10/6/2017 11:50AM 5.67 12:20 PM 5.82 30 0.15 0.06 10/6/2017 12:21 PM 5.82 12:51 PM 5.96 30 0.14 0.06 0.1 1. Percolation test was performed in accordance with the Orange County -Technical Guidance Document dated 20 December 2013. 2. Infiltration Rate was calculated using Porchet Method. 3. Per the procedures for shallow percolation tests in non-sandy soils, a minimum of twelve measurements were taken in 30-minute intervals for six hours after sandy soil criteria was not met. 4. Weather: Sunny, 65-80°F 5. Measurements were collected from the Top of PVC Pipe PA2017-228 P-1 2.0 ' c ·e ' I .... g ' ! ., ' ' la I ' a: ' C 0 1.0 ' ' --0 -' ·-= 0 I:? ' ., ' II. I I I ! ■ ■ ■ II ■ ■ ■ ■ + ■ ■ 0.0 0 so 100 150 200 250 300 Elapsed Time (min) 1. LP-1 percolation test was performed approximately 10 feet below existing grade. 2. Refer to Figure 1 for percolation test locations, Project Title LANliAN 32 Executive Park, Suite 130 4302 Ford Road, Newport Beach, California PERCOLATION TEST RESULTS: Irvine. CA 92614 P-1 P. 949.255.8640 F: 949.255.8641 www.langan.con Langan Engineering & Envimnmental Services, Inc. NEWPORT BEACH ORANGE COUNTY CALIFORNIA \ \l11naan.com\d11to\lRV\doto8\700048801 \Engineering Dota\Geatechnic11!\Percoloticm Test Field Doto\700048801 -PercalrJtion Test Results i· 350 400 Project No. 700048801 Date OCTOBER 2017 Scale NIA Prepared By: DJJ © 2017 Langan PA2017-228 Preliminary Geotechnical Study Report 4302 Ford Road, Newport Beach, California Langan Project No.: 700048801 Project: Test Hole No.: Depth ofTest Hole (ft): Cas;ng Depth (ft): Trial No. Sandy soil criteria 1 Sandy soil criteria 2 1 2 3 4 5 6 Comments: I 10/25/2017 PERCOLATION TEST DATA SHEET LANGAN 4302 Ford Road, Newport Beach, California Project No.: 700048801 Date of Test: 10/6/2017 P-2 Tested By: I DJJ 10 uses Soil Classification: s;lty SAND (SM) 10.0' PVC Pipe; Perforated entire length of pipe Test Hole Diameter (in): 8 Date Time of Initial Depth to Time of Final Depth to Time Interval Change in Water Percolation Rate Infiltration Rate Measurement Water (Feet) Measurement Water (Feet) (m;n) Level (Feet) (;n/m;n) (;n/hr) 10/6/2017 9:00AM S.3S 9:25AM 8.80 25 3.45 1.66 10/6/2017 9:26AM 7.40 9:51AM 8.45 25 1.05 0.50 10/6/2017 9:52AM 7.00 10:02AM 7.80 10 0.80 0.96 10/6/2017 10:03AM 6.60 10:13AM 7.40 10 0.80 0.96 10/6/2017 10:14AM 6.65 10:24AM 7.30 10 0.65 0.78 10/6/2017 10:25AM 7.30 10:35AM 7.80 10 0.50 0.60 10/6/2017 10:36AM 7.40 10:46AM 7.90 10 0.50 0.60 10/6/2017 10:47 AM 7.30 10:57 AM 7.80 10 0.50 0.60 2.3 l. Percolation test was performed in accordance with the Orange County• Technical Guidance Document dated 20 December 2013. 2. Infiltration Rate was calculated using Porchet Method. 3. Per the procedures for shallow percolation tests in sandy soils, a minimum of twelve measurements were taken in 30•minute intervals for six hours after sandy soil criteria was met. 4. Weather: Sunny, 65•80"F 5. Measurements were collected from the Top of PVC Pipe PA2017-228 P-2 2.0 :s E ..... :§. G) .. RI a: C 1.0 0 ·.:: II •• RI 0 u •• .. G) a. II II II 0.0 0 10 20 30 40 50 60 Elapsed Time (min) 1. P-2 percolation test was performed approximately 10 feet below existing grade. 2. Refer to Figure 1 for percolation test locations. Project Title LANGAN 32 Executive Park. Suite 130 Irvine. CA 92614 4302 Ford Road, Newport Beach, California PERCOLATION TEST RESULTS: P-2 P: 949.255.8640 F: 949.255.8641 www.langan.con Langan Engineering & En\lironmentel Services. Inc. NEWPORT BEACH ORANGE COUNTY CALIFORNIA \\longon.com\doro\lRV\doto8\70004880J \Engineering Dota\Geotechnical\PercoJotion Tut Field Doto\700048801 -Percolation Test Results 70 Project No. 700048801 Date OCTOBER 2017 Scale N/A Prepared By: DJJ © 2017 Langan PA2017-228