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HomeMy WebLinkAboutX2020-2348 - Soils3i'► p�iso �� . Geotechnical Engineering Investigation Proposed Single Family Residence 317 Aliso Avenue Newport Beach, California 2210-1. u(I Sonny Rubin 317 Aliso Avenue Newport Beach, California 92663 BUILDING DIVISION BY: M.K. Project Number 19883-17 September 25, 2017 TABLE OF CONTENTS Section Pane 1.0 Project Description.............................................................. 2.0 Site Description.........................._.......................................2 3.0 xploration......................._.......................................... Site Exploration....., ... ... I ..................................................... 2 4.0 Laboratory Tests..................................................................3 4.1 Field Moisture Content ......... ................................................... 3 4.2 Maximum Density Test............................................................ 3 4.3 Expansion Index Tests ............................... ...... ...................... 3 4.4 Atterberg Limits..................................................................... 4 4.5 Corrosion Tests..................................................................... 4 4.6 Direct Shear Tests................................................................ 4 4.7 Consolidation Tests...............................................................4 5.0 Seismicity Evaluation...........................................................4 6.0 Liquefaction Evaluation........................................................5 7.0 Conclusions and Recommendations ...................................... 6 7.1 Site Grading Recommendations............................................... 7.2 Temporary Excavations...........................................................7 7.3 Foundation Design.................................................................. 8 7.4 Settlement Analysis................................................................8 7.5 Lateral Resistance.................................................................. 9 7.6 Retaining Wall Design Parameters............................................9 7.7 Slab Design.......................................................................... 10 7.8 Corrosion Design Criteria........................................................ 10 7.9 Utility Trench and Excavation Backfill........................................11 7.10 Expansive Soil............................................................_..........11 8.0 Closure................................................................................ 11 NorCal Engineering Soils and Geotechnical Consultants 10641 Humbolt Street Los Alamitos, CA 90720 (562)799-9469 Fax(562)799-9459 September 25, 2017 Sonny Rubin 317 Aliso Avenue Newport Beach, California 92683 Project Number 19883-17 RE: Geotechnical Engineering Investigation - Proposed Single Family Residence - Located at 317 Aliso Avenue, in the City of Newport Beach, California Dear Mr. Rubin: Pursuant to your request, this firm has performed a Geotechnical Engineering Investigation for the above referenced project in accordance with your approval of proposal dated September 7, 2017. The purpose of this investigation is to evaluate the subsurface conditions of the subject site and to provide recommendations for the proposed residential development. The scope of work included the following: 1) site reconnaissance; 2) subsurface geotechnical exploration and sampling; 3) laboratory testing; 4) engineering analysis of field and laboratory data; and 5) preparation of a geotechnical engineering report. It is the opinion of this firm that the proposed development is feasible from a geotechnical standpoint provided that the recommendations presented in this report are followed in the design and construction of the project. September 25, 2017 Project Number 19883-17 Page 2 1.0 Project Description It is proposed to construct a two-story single family residence as shown on the attached Site Plan. The house will consist of a woodframe structure and anticipated having a conventional slab -on -grade foundation system with perimeter -spread footings and isolated interior footings. Other improvements will consist of a concrete driveway, hardscape and landscaping. It is assumed that the proposed grading will include minor cuts and fill procedures to achieve finished grade elevations. Building plans shall be reviewed by this firm prior to submittal for city approval to determine the need for any additional study and revised recommendations pertinent to the proposed development, if necessary. 2.0 Site Description The site consists of a residential lot located within the 300 block and west side of Aliso Avenue, in the City of Newport Beach. The generally rectangular shaped lot is elongated in a northwest to southeast direction with topography of the relatively level property descending gradually from rear to front on the order of a few feet. The site is currently occupied by a single family residence with associated improvements. 3.0 Site Exploration The investigation consisted of the placement of three (3) subsurface exploratory borings by a hand auger to depths ranging between 10 and 15 feet below current ground elevations. The explorations were visually classified and logged by a field engineer with locations of the subsurface explorations shown on the attached Site Plan. The exploratory borings revealed the existing earth materials to consist of a fill and natural soil. A detailed description of the subsurface conditions is listed on the excavation logs in Appendix A. It should be noted that the transition from one soil type to another as shown on the borings logs is approximate and may in fact be a gradual transition. The soils encountered are described as follows: NorCal Engineering September 25, 2017 Page 3 Project Number 19883-17 Fill: A fill soil predominately classifying as a dark brown, clayey SILT was encountered to a depth of 1'/2 to 2 feet. These soils were noted to be soft to firm and moist. Natural: An undisturbed native soil classifying as a dark brown to brown, clayey to sandy SILT was encountered beneath the fill soils. These native soils were observed to be firm to stiff and moist. The overall engineering characteristics of the earth material were relatively uniform with each excavation. No groundwater was encountered at a depth of our borings and no caving occurred. 4.0 Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform laboratory testing and analysis for direct shear, consolidation tests, and to determine in- place moisture/densities. These relatively undisturbed ring samples were obtained by driving a thin-walled steel sampler lined with one inch long brass rings with an inside diameter of 2.42 inches into the undisturbed soils. Bulk bag samples were obtained in the upper soils for expansion index tests and maximum density tests. All test results are included in Appendix B, unless otherwise noted. 4.1 Field moisture content (ASTM: D 2216) and the dry density of the ring samples were determined in the laboratory. This data is listed on the logs of explorations. 4.2 Maximum density tests (ASTM: D 1557) were performed on typical samples of the upper soils. Results of these tests are shown on Table I. 4.3 Expansion index tests (ASTM: D 4829) were performed on remolded samples of the upper soils. Results of these tests are provided on Table II. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 4 4.4 Atterberg Limits (ASTM: D 4318) consisting of liquid limit, plastic limit and plasticity index were performed on representative soil samples. Results are shown on Table III. 4.4 Corrosion tests consisting of sulfate, pH, resistivity and chloride analysis to determine potential corrosive effects of soils on concrete and underground utilities were performed in the laboratory. Test results are provided on Table IV. 4.5 Direct shear tests (ASTM: D 3080) were performed on undisturbed and disturbed samples of the subsurface soils. The test is performed under saturated conditions at loads of 1,000 lbs./sq.ft., 2,000 lbs./sq.ft., and 3,000 lbs./sq.ft. with results shown on Plate A. 4.6 Consolidation tests (ASTM: D 2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads. Water was added to the samples at a surcharge of one KSF and the settlement curves are plotted on Plates B and C. 5.0 Seismicity Evaluation There are no known active or potentially active faults trending toward or through the site. The proposed development lies outside of any Alquist Priolo Special Studies Zone and the potential for damage due to direct fault rupture is considered very remote. The site is located in an area of high regional seismicity and the Newport -Inglewood fault is located less than 2 kilometers from the site. Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller anticipated earthquakes and/or greater distances to other faults. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 5 The seismic design of the project has been updated to the latest 2010 ASCE 7-10 (with July 2013 errata) standards and the mapped seismic ground motions were provided by using the Java based program available from the United States Geological Survey (USGS) website: http://geohazards.usgs.gov/designmaps/us/application.php. The earthquake design parameters are listed below. Seismic Design Parameters Site Location Latitude 33.6210 Longitude -117.919° Site Class D Risk Category 1/11/111 Maximum Spectral Response Acceleration Ss 1.7038 S1 0.628g Adjusted Maximum Acceleration SMS 1.703g SMi 0.942g Design Spectral Response Acceleration Parameters SDs 1.135g SDI 0.628g 6.0 Liquefaction Evaluation The site is expected to experience ground shaking and earthquake activity that is typical of Southern California area. It is during severe ground shaking that loose, granular soils below the groundwater table can liquefy. Based upon information in the California Division of Mines and Geology "Seismic Hazard Zone Map — Newport Beach Quadrangle", dated April 15, 1998, the subject site is not situated within an area of historic occurrence of liquefaction, or local geological, geotechnical and groundwater conditions to indicate a potential for permanent ground displacement. Thus, the design of the proposed residence in conformance with the latest Building Code provisions for earthquake design is expected to provide mitigation of ground shaking hazards that are typical to Southern California. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 6 7.0 Conclusions and Recommendations Based upon our evaluations, the proposed development is acceptable from a geotechnical -engineering standpoint. By following the recommendations and guidelines set forth in our report, the structures and grading will be safe from settlements under the anticipated design loadings and conditions. The proposed development shall meet all requirements of the City Building Ordinance and will not impose any adverse effect on existing adjacent structures. The following recommendations are based upon geotechnical conditions encountered in our field investigation and laboratory data. Therefore, these surface and subsurface conditions could vary across the site. Variations in these conditions may not become evident until the commencement of grading operations and any unusual conditions which may be encountered in the course of the project development may require the need for additional study and revised recommendations. It is recommended that site inspections are performed by a representative of this firm during all grading and construction of the development to verify the findings and recommendations documented in this report. The following sections present a discussion of geotechnical related requirements for specific design recommendations of different aspects of the project. 7.1 Site Grading Recommendations All vegetation and demolition debris shall be removed and hauled from proposed grading areas prior to the start of grading operations. Existing vegetation shall not be mixed or disced into the soils. Any removed soils may be reutilized as compacted fill once any deleterious material or oversized materials (in excess of eight inches) is removed. Grading operations shall be performed in accordance with the attached "Specifications for Compacted Fill Operations". . NorCal Engineering September 25, 2017 Project Number 19883-17 Page 7 All fill and/or disturbed soils within the area of the proposed additions (about 1'% to 2 feet) shall be removed to competent material, the exposed surface scarified to a depth of 12 inches, brought to within 2% of optimum moisture content and compacted to a minimum of 90% of the laboratory standard (ASTM: D-1557) prior to placement of any additional compacted fill soils, foundations, slabs -on -grade and pavement. Grading shall extend a minimum of five horizontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. Adequate drainage away from the structures, pavement and slopes should be provided at all times. If placement of slabs -on -grade and pavement is not completed immediately upon completion of grading operations, additional testing and grading of the areas may be necessary prior to continuation of construction operations. Likewise, if adverse weather conditions occur which may damage the subgrade soils, additional assessment by the geotechnical engineer as to the suitability of the supporting soils may be needed. 7.2 Temporary Excavations Temporary unsurcharged excavations in the existing site materials less than 4 feet high may be made at a vertical gradient unless cohesionless soils are encountered. In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, or where excavations are adjacent to existing structures, shoring, slot - cutting, or flatter excavations may be required. The temporary cut slope gradients given do not preclude local raveling and sloughing. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 8 Additional recommendations regarding specific excavations may be calculated once typical detail sections are made available. All excavations shall be made in accordance with the requirements of CAL -OSHA and other public agencies having jurisdiction. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. All excavations shall be observed by a representative of this firm. Temporary shoring design may utilize an active earth pressure of 25 pcf without any surcharge due to adjacent traffic, equipment or structures. The passive fluid pressures of 250 pcf may be doubled to 500 pcf for temporary design. The final shoring structural calculations and drawings should be reviewed by this firm prior to installation. 7.3 Foundation Design All foundations shall be designed utilizing a safe bearing capacity of 1,500 psf for an embedded depth of 24 inches into approved engineered fill or competent native soils. A one-third increase may be used when considering short term loading from wind and seismic forces. All continuous foundations shall be reinforced a minimum of two No. 4 bars, top and bottom and shall be in accordance with Section 1808.6 of 2016 CBC using an effective plasticity index of 20. A representative of this firm shall inspect all foundation excavations prior to pouring concrete. 7.4 Settlement Analysis Resultant pressure curves for the consolidation tests are shown on Plates B and C. Computations utilizing these curves and the recommended safe bearing capacities reveal that the foundations will experience settlements on the order of % inch and differential settlements of less than % inch. This differential settlement should occur over a minimum horizontal distance of 20 feet. NorCal Engineering September 25, 2017 Page 9 7.5 Lateral Resistance Project Number 19883-17 The following values may be utilized in resisting lateral loads imposed on the structure. Requirements of the California Building Code should be adhered to when the coefficient of friction and passive pressures are combined. Coefficient of Friction - 0.35 Equivalent Passive Fluid Pressure = 200 lbs./cu.ft. Maximum Passive Pressure = 2,000 lbs./cu.ft. The passive pressure recommendations are valid only for approved compacted fill soils. 7.6 Retaining Wall Design Parameters Active earth pressures against retaining walls will be equal to the pressures developed by the following, fluid densities. These values are for fill material placed behind the walls at various ground slopes above the walls. Surface Slope of Retained Materials (Horizontal to Vertical) Equivalent Fluid Density (Ib./cu.ft.) On -Site Soils Granular Soils Level 45 30 5 to 1 47 35 4 to 1 50 38 3 to 1 55 40 2 to 1 60 45 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values. If imported granular soils are utilized behind walls, the backfill zone of free draining material shall consist of a wedge beginning a minimum of one horizontal foot from the base of the wall extending upward at an inclination of no less than % to 1 (horizontal to vertical). All walls shall be waterproofed as needed and protected from hydrostatic pressure by a reliable permanent subdrain system. The subsurface drainage system shall consist of 4 - inch diameter perforated PVC pipe (Schedule 40) encased with gravel. The granular backfill to be utilized immediately adjacent to walls shall consist of an approved granular soils with a sand equivalency greater than 30. NorCal Engineering September 25, 2017 Page 10 7.7 Slab Design Project Number 19883-17 All new concrete slabs -on -grade including driveway and hardscape shall be at least four inches in thickness reinforced a minimum of No. 3 bars, sixteen inches in each direction positioned in the center of the slab and placed on approved subgrade soils. The subgrade soils shall be moisture conditioned to optimum moisture levels in the upper eighteen inches. A vapor retarder should be utilized in areas which would be sensitive to the infiltration of moisture. This retarder shall meet requirements of ASTM E 96, Water Vapor Transmission of Materials and ASTM E 1745, Standard Specification for Water Vapor Retarders used in Contact with Soil or Granular Fill Under Concrete Slabs. The vapor retarder shall be installed in accordance with procedures stated in ASTM E 1643, Standard practice for Installation of Water Vapor Retarders used in Contact with Earth or Granular Fill Under Concrete Slabs. The moisture retarder may be placed directly upon moisture conditioned approved subgrade soils, although one to two inches of sand beneath the membrane is desirable. The subgrade upon which the retarder is placed shall be smooth and free of rocks, gravel or other protrusions which may damage the retarder. Use of sand above the retarder is under the purview of the structural engineer; if sand is used over the retarder, it should be placed in a dry condition. 7.8 Corrosion Design Criteria Representative samples of the surficial soils, typical of the subgrade soils expected to be encountered within foundation excavations and underground utilities were tested for corrosion potential. The minimum resistivity value obtained for the samples tested is representative of an environment that may be corrosive to metals. The soil pH value was considered mildly acidic and may have a significant effect on soil corrosivity. Consideration should be given to corrosion protection systems for buried metal such as protective coatings, wrappings or the use of PVC where permitted by local building codes. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 11 According to Table 4.3.1 of ACI 318 Building Code and Commentary, these contents revealed negligible levels of sulfate exposure. Therefore, a Type II cement according to latest CBC specifications may be utilized for building foundations at this time. Additional sulfate tests shall be performed at the completion of site grading to assure that these soils are consistent with the recommendations stated in this design. Corrosion test results may be found on the attached Table IV. 7.9 Utility Trench and Excavation Backfill Trenches from installation of utility lines and other excavations may be backfilled with on-site soils or approved imported soils compacted to a minimum of 90% relative compaction. All utility lines shall be properly bedded with clean sand having a sand equivalency rating of 30 or more. This bedding material shall be thoroughly water jetted around the pipe structure prior to placement of compacted backfill soils. 7.10 Exoansive Soil Since expansive soils were encountered, special attention should be given to the project design and maintenance. The attached Expansive Soil Guidelines should be reviewed by the engineers, architects, owner, maintenance personnel and other interested parties and considered during the design of the project and future property maintenance. 8.0 Closure The recommendations and conclusions contained in this report are based upon the soil conditions uncovered in our test excavations. No warranty of the soil condition between our excavations is implied. NorCal Engineering should be notified for possible further recommendations if unexpected to unfavorable conditions are encountered during construction phase. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 12 It is the responsibility of the owner to ensure that all information within this report is submitted to the Architect and appropriate Engineers for the project. This firm should have the opportunity to review the final plans to verify that all our recommendations are incorporated. This report and all conclusions are subject to the review of the controlling authorities for the project. A preconstruction conference should be held between the developer, general contractor, grading contractor, city inspector, architect, and soil engineer to clarify any questions relating to the grading operations and subsequent construction. Our representative should be present during the grading operations and construction phase to certify that such recommendations are complied within the field. This geotechnical investigation has been conducted in a manner consistent with the level of care and skill exercised by members of our profession currently practicing under similar conditions in the Southern California area. No other warranty, expressed or implied is made. We appreciate this opportunity to be of service to you. If you have any further questions, please do not hesitate to contact the undersigned. Respectfully subs NORCAL ENGIN Keith D. Tucker Project Engineer R.G.E. 841 NorCal Engineering Scott D. Spensiero Project Manager September 25, 2017 Page 13 References Project Number 19883-17 1. California Division of Mines and Geology, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California: Special Publication 117A. 2. California Division of Mines and Geology, 1997, Seismic Hazard Zone for the Newport Beach 7.5 -Minute Quadrangle, Orange County, California, Seismic Hazard Zone Report 03. 3. California Building Code, 2013 and 2016. 4. United States Geological Survey, 1965, photorevised 1981, Newport Beach Quadrangle, California, Topographic Map 7.5 -Minute Series. NorCal Engineering / September 25, 2017 Project Number 19883-17 Page 14 SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL Excavation Any existing low density soils and/or saturated soils shall be removed to competent natural soil under the inspection of the Soils Engineering Firm. After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM: D-1557). In any area where a transition between fill and native soil or between bedrock and soil are encountered, additional excavation beneath foundations and slabs will be necessary in order to provide uniform support and avoid differential settlement of the structure. Material For Fill The on-site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic concrete, concrete or other hard materials greater than eight inches in maximum dimensions. Any import soil must be approved by the Soils Engineering firm a minimum of 24 hours prior to importation of site. Placement of Compacted Fill Soils The approved fill soils shall be placed in layers not excess of six inches in thickness. Each lift shall be uniform in thickness and thoroughly blended. The fill soils shall be brought to within 2% of the optimum moisture content, unless otherwise specified by the Soils Engineering firm. Each lift shall be compacted to a minimum of 90% relative compaction (in accordance with ASTM: D 1557) and approved prior to the placement of the next layer of soil. Compaction tests shall be obtained at the discretion of the Soils Engineering firm but to a minimum of one test for every 500 cubic yards placed and/or for every 2 feet of compacted fill placed. NorCal Engineering r' September 25, 2017 Project Number 19883-17 Page 15 The minimum relative compaction shall be obtained in accordance with accepted methods in the construction industry. The final grade of the structural areas shall be in a dense and smooth condition prior to placement of slabs -on -grade or pavement areas. No fill soils shall be placed, spread or compacted during unfavorable weather conditions. When the grading is interrupted by heavy rains, compaction operations shall not be resumed until approved by the Soils Engineering firm. Grading Observations The controlling governmental agencies should be notified prior to commencement of any grading operations. This firm recommends that the grading operations be conducted under the observation of a Soils Engineering firm as deemed necessary. A 24 hour notice must be provided to this firm prior to the time of our initial inspection. Observation shall include the clearing and grubbing operations to assure that all unsuitable materials have been properly removed; approve the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished grade and designate areas of overexcavation; and perform field compaction tests to determine relative compaction achieved during fill placement. In addition, all foundation excavations shall be observed by the Soils Engineering firm to confirm that appropriate bearing materials are present at the design grades and recommend any modifications to construct footings. NorCal Engineering / September 25, 2017 Project Number 19883-17 Page 16 Expansive Soil Guidelines The following expansive soil guidelines are provided for your project. The intent of these guidelines is to inform you, the client, of the importance of proper design and maintenance of projects supported on expansive soils. You, as the owner or other interested party, should be warned that you have a duty to provide the information contained in the soil report including these guidelines to your design engineers, architects, landscapers and other design parties in order to enable them to provide a design that takes into consideration expansive soils. In addition, you should provide the soil report with these guidelines to any property manager, lessee, property purchaser or other interested party that will have or assume the responsibility of maintaining the development in the future. Expansive soils are fine-grained silts and clays which are subject to swelling and contracting. The amount of this swelling and contracting is subject to the amount of fine-grained clay materials present in the soils and the amount of moisture either introduced or extracted from the soils. Expansive soils are divided into five categories ranging from "very low" to "very high". Expansion indices are assigned to each classification and are included in the laboratory testing section of this report. If the expansion index of the soils on your site, as stated in this report, is 21 or higher, you have expansive soils. The classifications of expansive soils are as follows: Classification of Expansive Soil" Expansion Index Potential Expansion 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High Above 130 Very High NorCal Engineering September 25, 2017 Project Number 19883-17 Page 17 When expansive soils are compacted during site grading operations, care is taken to r place the materials at or slightly above optimum moisture levels and perform proper compaction operations. Any subsequent excessive wetting and/or drying of expansive soils will cause the soil materials to expand and/or contract. These actions are likely to cause distress of foundations, structures, slabs -on -grade, sidewalks and pavement over the life of the structure. It is therefore imperative that even after construction of improvements, the moisture contents are maintained at relatively constant levels, allowing neither excessive wetting or drying of soils. Evidence of excessive wetting of expansive soils may be seen in concrete slabs, both interior and exterior. Slabs may lift at construction joints producing a trip hazard or may crack from the pressure of soil expansion. Wet clays in foundation areas may result in lifting of the structure causing difficulty in the opening and closing of doors and windows, as well as cracking in exterior and interior wall surfaces. In extreme wetting of soils to depth, settlement of the structure may eventually result. Excessive wetting of soils in landscape areas adjacent to concrete or asphaltic pavement areas may also result in expansion of soils beneath pavement and resultant distress to the pavement surface. Excessive drying of expansive soils is initially evidenced by cracking in the surface of the soils due to contraction. Settlement of structures and on -grade slabs may also eventually result along with problems in the operation of doors and windows. Projects located in areas of expansive clay soils will be subject to more movement and "hairline" cracking of walls and slabs than similar projects situated on non -expansive sandy soils. There are, however, measures that developers and property owners may take to reduce the amount of movement over the life the development. The following guidelines are provided to assist you in both design and maintenance of projects on expansive soils: • Drainage away from structures and pavement is essential to prevent excessive wetting of expansive soils. Grades should be designed to the latest building code and maintained to allow flow of irrigation and rain water to approved drainage devices or to the street. NorCal Engineering r September 25, 2017 Project Number 19883-17 Page 18 • Any "ponding" of water adjacent to buildings, slabs and pavement after rains is evidence of poor drainage; the installation of drainage devices or regrading of the area may be required to assure proper drainage. Installation of rain gutters is also recommended to control the introduction of moisture next to buildings. Gutters should discharge into a drainage device or onto pavement which drains to roadways. Irrigation should be strictly controlled around building foundations, slabs and pavement and may need to be adjusted depending upon season. This control is essential to maintain a relatively uniform moisture content in the expansive soils and to prevent swelling and contracting. Over -watering adjacent to improvements may result in damage to those improvements. NorCal Engineering makes no specific recommendations regarding landscape irrigation schedules. • Planting schemes for landscaping around structures and pavement should be analyzed carefully. Plants (including sod) requiring high amounts of water may result in excessive wetting of soils. Trees and large shrubs may actually extract moisture from the expansive soils, thus causing contraction of the fine-grained soils. • Thickened edges on exterior slabs will assist in keeping excessive moisture from entering directly beneath the concrete. A six-inch thick or greater deepened edge on slabs may be considered. Underlying interior and exterior slabs with 6 to 12 inches or more of non -expansive soils and providing presaturation of the underlying clayey soils as recommended in the soil report will improve the overall performance of on -grade slabs. • Increase the amount of steel reinforcing in concrete slabs, foundations and other structures to resist the forces of expansive soils. The precise amount of reinforcing should be determined by the appropriate design engineers and/or architects. NorCal Engineering / September 25, 2017 Project Number 19883-17 Page 19 Recommendations of the soil report should always be followed in the development of the project. Any recommendations regarding presaturation of the upper subgrade soils in slab areas should be performed in the field and verified by the Soil Engineer. NorCal Engineering ALISO AVENUE Z a - --- a LLJ � N X91 I M^E • n W U F+ {b � � 0 °w O P M t� OR a v 1� ' PM -4 0! o cn m .l3"1"IN W W LL N . �•�cl c....— Ij> ai September 25, 2017 Project Number 19883-17 Page 20 F List of Appendices (in order of appearance) Appendix A - Loa of Excavations • Log of Borings B-1 to B-3 Appendix B - Laboratory Tests • Table I - Maximum Dry Density • Table 11 — Expansion • Table III —Atterberg Limits • Table IV - Corrosion • Plate A - Direct Shear • Plates B and C - Consolidation NorCal Engineering September 25, 2017 Appendix A NorCal Engineering Project Number 19883-17 MAJOR DIVISION GRAPHIC LETTER TYPICAL DESCRIPTIONS SVMR111 RYMRn1 WELL -GRADED GRAVELS, GRAVEL, 0 GIN SAND MIXTURES, LITTLE OR NO FINES GRAVEL CLEAN GRAVELS e+"0+� ��..:+-.++•' AND (LITTLE OR NO GRAVELLY FINES) POORLY -GRADED GRAVELS, SOILS # * GP GRAVEL -SAND MIXTURES, LITTLE COARSE E OR NO FINES GRAINED SOILS SILTY GRAVELS, GRAVEL-SAND- MORE THAN MORE GRAVELS GM SILT MIXTURES OF WITH FINES COARSE CLAYEY GRAVELS, GRAVEL -SAND - FRACTION (APPRECIABLE RETAINED EVE N AMOUNT OF GC CLAY MIXTURES FINE51 r1rrr■ rf1�1r - WELL -GRADED SANDS. GRAVELLY .r1r1� SW SANDS, LITTLE OR NO FINES SAND CLEAN SAND AND (LITTLE OR NO SANDY FINES) POORLY -GRADED SANDS, GRAVEL - MORE THAN SOILS SP LY SANDS, LITTLE OR NO FINES 50% OF MATERIAL IS LARGERSILTY THAN NO. MORE THAN SM SANDS, SAND -SILT 200 SIEVE 50% OF SANDS WITH MIXTURES SIZE COARSE FINE FRACTION (APPRECIABLE PASSING ON AMOUNT OFSC CLAYEY SANDS, SAND -CLAY N0, 4 SIEVE FINES) MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO FINE SILTS LIQUID LIMIT CL MEDIUM PLASTICITY, GRAVELLY GRAINED AND IFFRTHAN.In CLAYSLEANYCLAYS.SILTY CLAYS SOILS CLAYS _ ORGANIC SILTS AND ORGANIC OL SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR MH DIATOMACEOUS FINE SAND OR SILTY SOILS MORE THAN 50% OF MATERIAL CH INORGANIC CLAYS OF HIGH LL IS SMALLER SILTS LIQUID LIMIT PLASTICITY, FAT CLAYS AND GREATER THAN THAN CLAYS RO 200 SIEVE f f f ORGANIC CLAYS OF MEDIUM TO SIZE+ffi+'f OH HIGH PLASTICITY, ORGANIC SILTS ly,r ff f{ PEAT, HUMUS, SWAMP SOILS WITH HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS UNIFIED SOIL CLASSIFICATION SYSTEM NorCal Engineering KEY: 0 indicates 2.5 -inch Inside Diameter, Ring Sample. Indicates 2 -inch OD Split Spoon Sample (SPT). Indicates Shelby Tube Sample. Indicates No Recovery. Indicates SPT with 140# Hammer 30 in. Drop. Indicates Bulk Sample. Indicates Small Bag Sample. Indicates Non -Standard Indicates Gare Run. COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 12 in Cobbles 3 into 12 in Gravel 3 in to No 4 (4.5mm ) Coarse gravel 3 in to 3/4 in Fine gravel 3/4 in to No 4 (4.5mm ) Send No, 4 (4.5mm) to No. 200 (0.074mm ) Coarse sand No.4 (4.5 mm) to No. 10 (2.0 mm) Medium sand No. 10 ( 2.0 mm ) to No. 40{ 0.42 mm ) Fine sand No. 40 ( 0.42 mm ) to No. 200 ( 0.074 mm ) Silt and Ciav Smaller than No. 200 ( 0.074 mm 1 COMPONENT PROPORTIONS DESCRIPTIVE TERMS RANGE OF PROPORTION Trace 1-5% Few 5 -1 g'/u Little 10-20% Some 20-35% And 35-50% MOISTURE CONTENT DRY Absence of moisture, dusty, Density dry to the touch. DAMP Some perceptible Approximate moisture; below optimum MOIST No visible water, near optimum moisture content WFT Visible free water, usually soil is below water table. RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE COHESIONLESS SOILS COHESIVE SOILS Density N (blows/ft) Consistency N (blowslft) Approximate Undrained Shear Strength (psl) Very Loose 0 to 4 Very Sof Soft 0 to 2 2 to 4 <250 250-500 Loose Medium Dense 4 to 10 10 to 30 Medium Stiff 4 to 8 8 to 15 500-1000 1000-2000 Dense 30 to 50 over 50 Stiff Very Stiff 15 to 30 20004000 0 Very Dense Hard over30 NorCal Engineering Sonny Rubin Log of Boring B-1 19883-17 Boring Location: 317 Aliso Ave, Newport Bch Date of Drilling: 9114117 Groundwater Depth: None Encountered Drilling Method: Hand Auger Hammer Weight: Drop: Surface Elevation: Not Measured Samples Depth (feet) Lith- ology Material Description o o caboratory w s F m U O c 0 FILL SOILS - Clayey SILT Dark brown, soft to firm, moist 17.2106. NATURAL SOILS Clayey SILT Dark brown, firm to stiff, moist 5 ■ 10.9110. Sandy SILT Brown, firm, moist Clayey SILT Dark brown, firm, moist 10 ■ 19.4102. Sandy SILT Brown, firm, moist 15 Boring completed at depth of 15' ■ 12.3 01. 20 25 30 35 NorCal Engineering ' N e q a? 8 t L U C o� Sonny Rubin Log of Boring B-2 19883-17 Boring Location: 317 Aliso Ave, Newport Bch Date of Drilling: 9/14/17 Groundwater Depth: None Encountered Drilling Method: Hand Auger Hammer Weight: Drop: Surface Elevation: Not Measured Depth Lith- Samples Laboratory c{ (feet) ology Material Description T F- m V 5 a u U 0 FILL SOILS Clayey SILT Dark brown, soft to firm, moist NATURAL SOILS g Clayey SILT ■ 13.6 O6. � Dark brown, firm to stiff, moist 5 Sandy SILT Brown, firm, moist Clayey SILT ■ 16.9 105. Dark brown, firm, moist 10 Boring completed at depth of 10' 15 20 25 30 35 NorCal Engineering 2 Sonny Rubin Log of Boring B-3 19883-17 Boring Location: 317 Aliso Ave, Newport Bch Date of Drilling: 9/14/17 Groundwater Depth: None Encountered Drilling Method: Hand Auger Hammer Weight: Drop: Surface Elevation: Not Measured Depth Lith- Sampies La oratory d 4 �C e (feet) ology Material Description Q' F 0 7 Ol V N_ 'O �� .d+ 0 FILL SOILS Clayey SILT Dark brown, soft to firm, moist ■ 13.1 108-11 NATURAL SOILS G Clayey SILT Dark brown, firm to stiff, moist 5 ■ 13.4111. Sandy SILT Brown, firm, moist Clayey SILT Dark brown, firm, moist 10 Boring completed at depth of 10' ■ 17.1 104. 15 20 25 ao 35 NorCal Engineering 3 September 25, 2017 Nor6l Engineering Project Number 19883-17 September 25, 2017 Project Number 19883-17 TABLE MAXIMUM DENSITY TESTS Optimum Maximum Dry Sample Classification Moisture Density (lbs./cu.ft.) B-1 @ 2' Clayey SILT 13.0 121.0 TABLE II EXPANSION INDEX TESTS Expansion Soil Type Classification Index B-1 @ 2' Clayey SILT 74 TABLE III ATTERBERG LIMITS Sample Liquid Limit Plastic Limit Plasticity Index B-1 @ 5' 37 24 13 B-1 @ 10' 27 22 5 TABLE IV CORROSION TESTS Sample pH Electrical Resistivity (ohm -cm) Sulfate % Chloride (ppm) B-1 @ 2' 7.3 , 2,764 0.001 155 ND denotes not detected % by weight ppm — mg/kg NorCal Engineering Sample No - Sample Type: Soil Description BI@2' Undisturbed/Saturated Silty Clay w/ Some Sand X111 3500 3000 w 2500 CL y 2000 t6 soon 2500 g 2000 8 e" 1500 N tl1 1000 500 7 0 0.0 2.0 40 ao 6.0 iao 12.0 MIal Gamin 1%) i i � Residual Stress 0 0 500 1000 1500 2000 2500 3000 3500 4000 Normal Stress (psf) NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS NUMBER: 19833-17 DATE: 9/26/2017 0 (Degree) C (psf) 18 540 19 490 DIRECT SHEAR TEST ASTM D3080 Plate A 1 2 3 Normal Stress (PSI) 1000 2000 3000 Peak Stress (pst) 816 1344 1500 Displacement (in) 0.125 0.225 0.225 Residual Stress (psf) 780 1344 1500 Displacement (in.) 0.250 0,250 0.250 In Situ Dry Density (pet) 106.2 106.2 106.2 In Situ Water Content (%) 17.2 t7.2 17.2 Saturated Water Content (°fo) 21.6 21.6 21.6 Strain Rate (in/min) 0,020 0.020 0.020 X111 3500 3000 w 2500 CL y 2000 t6 soon 2500 g 2000 8 e" 1500 N tl1 1000 500 7 0 0.0 2.0 40 ao 6.0 iao 12.0 MIal Gamin 1%) i i � Residual Stress 0 0 500 1000 1500 2000 2500 3000 3500 4000 Normal Stress (psf) NorCal Engineering SOILS AND GEOTECHNICAL CONSULTANTS NUMBER: 19833-17 DATE: 9/26/2017 0 (Degree) C (psf) 18 540 19 490 DIRECT SHEAR TEST ASTM D3080 Plate A Vertical Pressure SampleHeiah�(inches) Consolidation Sample No. BI Depth 5' Date 9/26/2017 (kips/sq.iL) (percent) 102 ■ In -Situ Moisture Content _ O Saturated 0.125 1.0000 0.0 100.,.-. .- -. ... 0.25 0.9973 0.3 0.5 0.9943 0.6 099 1 0.9901 1.0 ------ -.- ":_. 1 0.9843 1.6 0.98 -.:: 2 0.9773 2.3 4 0.9680 3.2 037 _ Z 8 0.9546 4.5 4 0.25 0.9637 3.6 rn 096 0.95 094 -; d 093 Date Tested: 9/20/2017 Sample: Bl 092 Depth: 5' m = 091 E 0.89 0.88 087 --- ---'--' _. .._ - ..., _.. _. .__ ... 0.84 Silty Fine -Medium Grained Sand 0.63 Dry Density: 110.7 pcf Initial Moisture Content: 10.9 % 0.82 Saturated Moisture Content: 19.3 % _- - - Saturated at 1 kip/sq.ft. 0.81 0.1 1 10 NorCal Engineering ILS AND GEOTECHNICAL CONSUL, wuuy a 19833-17 Vertical Pressure (kips/sq.ft.) CONSOLIDATION TEST ASTM D2435 Plate B 0.81 4- 0.1 NorCal Engineering SOILS AND GEOTECHNICAL CONSUL" DATE: 9/26/2017 1 Vertical Pressure (kips/sq.ft.) CONSOLIDATION TEST ASTM D2435 Plate C 10 VerticalPiessna Sample Height (inches) Consolidation Sample No. B1 Depth ]0' Date 9/26/2017 (kips/sqa) (percent) 1.02 __. ._.... _ .. - -- --- - - ■ in -Situ Moisture Content 1.01 0 Saturated 0.125 1.0000 0.0 1.00 0.25 0.9935 0.6 0.5 0.9883 1.2 09e "- ---�- -' 1 0.9808 1.9 1 0.9856 1.4 .p 0.98 2 0.9757 2.4 4 0.9522 4.8 8 0.9208 7.9 0.25 0.9470 5.3 096 -_ / 094 _--- -_•' ::.:. Date Tested: 9/21/2017 '" Sample: Bl &92 Depth: 10' - = 0.91 ____i E 090 -_- _ _.: _.- `: _ .._ . _.__;. to to 087 - 086 0.85 084 Clayey Silt _ 0.83 Dry Density: 102.7 pcf _ - initial Moisture Content: 19.4 % 0.82 Saturated Moisture Content: 23.4% -- ------ ' Saturated at I kip/sq.ft. 0.81 4- 0.1 NorCal Engineering SOILS AND GEOTECHNICAL CONSUL" DATE: 9/26/2017 1 Vertical Pressure (kips/sq.ft.) CONSOLIDATION TEST ASTM D2435 Plate C 10 210(jol. U11 Geotechnical Engineering Investigation Proposed Single Family Residence 317 Aliso Avenue Newport Beach, California Sonny Rubin 317 Aliso Avenue Newport Beach, California 92663 13111LDING DIVISION Project Number 19883-17 September 25, 2017 TABLE OF CONTENTS Section Page 1.0 Project Description............................................................... 2 2.0 Site Description..................................................................2 3.0 Site Exploration..................................................................2 4.0 Laboratory Tests..................................................................3 4.1 Field Moisture Content............................................................3 4.2 Maximum Density Test............................................................ 3 4.3 Expansion Index Tests ........................ ...... _ .........................3 4.4 Atterberg Limits..................................................................... 4 4.5 Corrosion Tests..................................................................... 4 4.6 Direct Shear Tests................................................................. 4 4.7 Consolidation Tests............................................................... 4 5.0 Seismicity Evaluation........................................................... 4 6.0 Liquefaction Evaluation........................................................ 5 7.0 Conclusions and Recommendations ...................................... 6 7.1 Site Grading Recommendations............................................... 6 7.2 Temporary Excavations........................................................... 7 7.3 Foundation Design.................................................................. 8 7.4 Settlement Analysis................................................................ 8 7.5 Lateral Resistance.................................................................. 9 7.6 Retaining Wall Design Parameters ............................................ 9 7.7 Slab Design.......................................................................... 10 7.8 Corrosion Design Criteria........................................................ 10 7.9 Utility Trench and Excavation Backfill ........................................ 11 7.10 Expansive Soil....................................................................... 11 8.0 Closure................................................................................ 11 t NorCal Engineering Soils and Geotechnical Consultants 10641 Humbolt Street Los Alamitos, CA 90720 (562)799-9469 Fax(562)799-9459 September 25, 2017 Sonny Rubin 317 Aliso Avenue Newport Beach, California 92663 Project Number 19883-17 RE: Geotechnical Engineering Investigation - Proposed Single Family Residence - Located at 317 Aliso Avenue, in the City of Newport Beach, California Dear Mr. Rubin: Pursuant to your request, this firm has performed a Geotechnical Engineering Investigation for the above referenced project in accordance with your approval of proposal dated September 7, 2017. The purpose of this investigation is to evaluate the subsurface conditions of the subject site and to provide recommendations for the proposed residential development. The scope of work included the following: 1) site reconnaissance; 2) subsurface geotechnical exploration and sampling; 3) laboratory testing; 4) engineering analysis of field and laboratory data; and 5) preparation of a geotechnical engineering report. It is the opinion of this firm that the proposed development is feasible from a geotechnical standpoint provided that the recommendations presented in this report are followed in the design and construction of the project. September 25, 2017 Project Number 19883-17 Page 2 1.0 Project Description It is proposed to construct a two-story single family residence as shown on the attached Site Plan. The house will consist of a woodframe structure and anticipated having a conventional slab -on -grade foundation system with perimeter -spread footings and isolated interior footings. Other improvements will consist of a concrete driveway, hardscape and landscaping. It is assumed that the proposed grading will include minor cuts and fill procedures to achieve finished grade elevations. Building plans shall be reviewed by this firm prior to submittal for city approval to determine the need for any additional study and revised recommendations pertinent to the proposed development, if necessary. 2.0 Site Description The site consists of a residential lot located within the 300 block and west side of Aliso Avenue, in the City of Newport Beach. The generally rectangular shaped lot is elongated in a northwest to southeast direction with topography of the relatively level property descending gradually from rear to front on the order of a few feet. The site is currently occupied by a single family residence with associated improvements. 3.0 Site Exploration The investigation consisted of the placement of three (3) subsurface exploratory borings by a hand auger to depths ranging between 10 and 15 feet below current ground elevations. The explorations were visually classified and logged by a field engineer with locations of the subsurface explorations shown on the attached Site Plan. The exploratory borings revealed the existing earth materials to consist of a fill and natural soil. A detailed description of the subsurface conditions is listed on the excavation logs in Appendix A. It should be noted that the transition from one soil type to another as shown on the borings logs is approximate and may in fact be a gradual transition. The soils encountered are described as follows: NorCal Engineering September 25, 2017 Project Number 19883-17 Page 3 Fill: A fill soil predominately classifying as a dark brown, clayey SILT was encountered to a depth of 1'/ to 2 feet. These soils were noted to be soft to firm and moist. Natural: An undisturbed native soil classifying as a dark brown to brown, clayey to sandy SILT was encountered beneath the fill soils. These native soils were observed to be firm to stiff and moist. The overall engineering characteristics of the earth material were relatively uniform with each excavation. No groundwater was encountered at a depth of our borings and no caving occurred. 4.0 Laboratory Tests Relatively undisturbed samples of the subsurface soils were obtained to perform laboratory testing and analysis for direct shear, consolidation tests, and to determine in- place moisture/densities. These relatively undisturbed ring samples were obtained by driving a thin-walled steel sampler lined with one inch long brass rings with an inside diameter of 2.42 inches into the undisturbed soils. Bulk bag samples were obtained in the upper soils for expansion index tests and maximum density tests. All test results are included in Appendix B, unless otherwise noted. 4.1 Field moisture content (ASTM: D 2216) and the dry density of the ring samples were determined in the laboratory. This data is listed on the logs of explorations. 4.2 Maximum density tests (ASTM: D 1557) were performed on typical samples of the upper soils. Results of these tests are shown on Table I. 4.3 Expansion index tests (ASTM: D 4829) were performed on remolded samples of the upper soils. Results of these tests are provided on Table H. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 4 4.4 Atterberg Limits (ASTM: D 4318) consisting of liquid limit, plastic limit and plasticity index were performed on representative soil samples. Results are shown on Table III. 4.4 Corrosion tests consisting of sulfate, pH, resistivity and chloride analysis to determine potential corrosive effects of soils on concrete and underground utilities were performed in the laboratory. Test results are provided on Table IV. 4.5 Direct shear tests (ASTM: D 3080) were performed on undisturbed and disturbed samples of the subsurface soils. The test is performed under saturated conditions at loads of 1,000 lbs./sq.ft., 2,000 lbs./sq.ft., and 3,000 lbs./sq.ft. with results shown on Plate A. 4.6 Consolidation tests (ASTM: D 2435) were performed on undisturbed samples to determine the differential and total settlement which may be anticipated based upon the proposed loads. Water was added to the samples at a surcharge of one KSF and the settlement curves are plotted on Plates B and C. 5.0 Seismicity Evaluation There are no known active or potentially active faults trending toward or through the site. The proposed development lies outside of any Alquist Priolo Special Studies Zone and the potential for damage due to direct fault rupture is considered very remote. The site is located in an area of high regional seismicity and the Newport -Inglewood fault is located less than 2 kilometers from the site. Ground shaking originating from earthquakes along other active faults in the region is expected to induce lower horizontal accelerations due to smaller anticipated earthquakes and/or greater distances to other faults. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 5 The seismic design of the project has been updated to the latest 2010 ASCE 7-10 (with July 2013 errata) standards and the mapped seismic ground motions were provided by using the Java based program available from the United States Geological Survey (USGS) website: htto://geohazards.usgs.gov/designmaps/us/application.php. The earthquake design parameters are listed below. Seismic Design Parameters Site Location Latitude 33.6210 Longitude -117.919° Site Class D Risk Category 1/II/III Maximum Spectral Response Acceleration Ss 1.703g S, 0.628g Adjusted Maximum Acceleration SMS 1.703g SMI 0.942g Design Spectral Response Acceleration Parameters SDs 1.135g SD1 0.628g 6.0 Liquefaction Evaluation The site is expected to experience ground shaking and earthquake activity that is typical of Southern California area. It is during severe ground shaking that loose, granular soils below the groundwater table can liquefy. Based upon information in the California Division of Mines and Geology "Seismic Hazard Zone Map — Newport Beach Quadrangle", dated April 15, 1998, the subject site is not situated within an area of historic occurrence of liquefaction, or local geological, geotechnical and groundwater conditions to indicate a potential for permanent ground displacement. Thus, the design of the proposed residence in conformance with the latest Building Code provisions for earthquake design is expected to provide mitigation of ground shaking hazards that are typical to Southern California. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 6 7.0 Conclusions and Recommendations Based upon our evaluations, the proposed development is acceptable from a geotechnical -engineering standpoint. By following the recommendations and guidelines set forth in our report, the structures and grading will be safe from settlements under the anticipated design loadings and conditions. The proposed development shall meet all requirements of the City Building Ordinance and will not impose any adverse effect on existing adjacent structures. The following recommendations are based upon geotechnical conditions encountered in our field investigation and laboratory data. Therefore, these surface and subsurface conditions could vary across the site. Variations in these conditions may not become evident until the commencement of grading operations and any unusual conditions which may be encountered in the course of the project development may require the need for additional study and revised recommendations. It is recommended that site inspections are performed by a representative of this firm during all grading and construction of the development to verify the findings and recommendations documented in this report. The following sections present a discussion of geotechnical related requirements for specific design recommendations of different aspects of the project. 7.1 Site Grading Recommendations All vegetation and demolition debris shall be removed and hauled from proposed grading areas prior to the start of grading operations. Existing vegetation shall not be mixed or disced into the soils. Any removed soils may be reutilized as compacted fill once any deleterious material or oversized materials (in excess of eight inches) is removed. Grading operations shall be performed in accordance with the attached "Specifications for Compacted Fill Operations". NorCal Engineering September 25, 2017 Project Number 19883-17 Page 7 All fill and/or disturbed soils within the area of the proposed additions (about 1'/ to 2 feet) shall be removed to competent material, the exposed surface scarified to a depth of 12 inches, brought to within 2% of optimum moisture content and compacted to a minimum of 90% of the laboratory standard (ASTM: D-1557) prior to placement of any additional compacted fill soils, foundations, slabs -on -grade and pavement. Grading shall extend a minimum of five horizontal feet outside the edges of foundations or equidistant to the depth of fill placed, whichever is greater. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. Adequate drainage away from the structures, pavement and slopes should be provided at all times. If placement of slabs -on -grade and pavement is not completed immediately upon completion of grading operations, additional testing and grading of the areas may be necessary prior to continuation of construction operations. Likewise, if adverse weather conditions occur which may damage the subgrade soils, additional assessment by the geotechnical engineer as to the suitability of the supporting soils may be needed. 7.2 Temporary Excavations Temporary unsurcharged excavations in the existing site materials less than 4 feet high may be made at a vertical gradient unless cohesionless soils are encountered. In areas where soils with little or no binder are encountered, where adverse geological conditions are exposed, or where excavations are adjacent to existing structures, shoring, slot - cutting, or flatter excavations may be required. The temporary cut slope gradients given do not preclude local raveling and sloughing. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 8 Additional recommendations regarding specific excavations may be calculated once typical detail sections are made available. All excavations shall be made in accordance with the requirements of CAL -OSHA and other public agencies having jurisdiction. Care should be taken to provide or maintain adequate lateral support for all adjacent improvements and structures at all times during the grading operations and construction phase. All excavations shall be observed by a representative of this firm. Temporary shoring design may utilize an active earth pressure of 25 pcf without any surcharge due to adjacent traffic, equipment or structures. The passive fluid pressures of 250 pcf may be doubled to 500 pcf for temporary design. The final shoring structural calculations and drawings should be reviewed by this firm prior to installation. 7.3 Foundation Design All foundations shall be designed utilizing a safe bearing capacity of 1,500 psf for an embedded depth of 24 inches into approved engineered fill or competent native soils. A one-third increase may be used when considering short term loading from wind and seismic forces. All continuous foundations shall be reinforced a minimum of two No. 4 bars, top and bottom and shall be in accordance with Section 1808.6 of 2016 CBC using an effective plasticity index of 20. A representative of this firm shall inspect all foundation excavations prior to pouring concrete. 7.4 Settlement Analysis Resultant pressure curves for the consolidation tests are shown on Plates B and C. Computations utilizing these curves and the recommended safe bearing capacities reveal that the foundations will experience settlements on the order of % inch and differential settlements of less than % inch. This differential settlement should occur over a minimum horizontal distance of 20 feet. NorCal Engineering September 25, 2017 Page 9 7.5 Lateral Resistance Project Number 19883-17 The following values may be utilized in resisting lateral loads imposed on the structure. Requirements of the California Building Code should be adhered to when the coefficient of friction and passive pressures are combined. Coefficient of Friction - 0.35 Equivalent Passive Fluid Pressure = 200 lbs./cu.ft. Maximum Passive Pressure = 2,000 lbs./cu.ft. The passive pressure recommendations are valid only for approved compacted fill soils. 7.6 Retainina Wall Design Parameters Active earth pressures against retaining walls will be equal to the pressures developed by the following fluid densities. These values are for fill material placed behind the walls at various ground slopes above the walls. Surface Slope of Retained Materials (Horizontal to Vertical) Equivalent Fluid Density (Ib./cu.ft.) On -Site Soils Granular Soils Level 45 30 5 to 1 47 35 4 to 1 50 38 3 to 1 55 40 2 to 1 60 45 Any applicable short-term construction surcharges and seismic forces should be added to the above lateral pressure values. If imported granular soils are utilized behind walls, the backfill zone of free draining material shall consist of a wedge beginning a minimum of one horizontal foot from the base of the wall extending upward at an inclination of no less than % to 1 (horizontal to vertical). All walls shall be waterproofed as needed and protected from hydrostatic pressure by a reliable permanent subdrain system. The subsurface drainage system shall consist of 4 - inch diameter perforated PVC pipe (Schedule 40) encased with gravel. The granular backfill to be utilized immediately adjacent to walls shall consist of an approved granular soils with a sand equivalency greater than 30. NorCal Engineering September 25, 2017 Page 10 7.7 Slab Design Project Number 19883-17 All new concrete slabs -on -grade including driveway and hardscape shall be at least four inches in thickness reinforced a minimum of No. 3 bars, sixteen inches in each direction positioned in the center of the slab and placed on approved subgrade soils. The subgrade soils shall be moisture conditioned to optimum moisture levels in the upper eighteen inches. A vapor retarder should be utilized in areas which would be sensitive to the infiltration of moisture. This retarder shall meet requirements of ASTM E 96, Water Vapor Transmission of Materials and ASTM E 1745, Standard Specification for Water Vapor Retarders used in Contact with Soil or Granular Fill Under Concrete Slabs. The vapor retarder shall be installed in accordance with procedures stated in ASTM E 1643, Standard practice for Installation of Water Vapor Retarders used in Contact with Earth or Granular Fill Under Concrete Slabs. The moisture retarder may be placed directly upon moisture conditioned approved subgrade soils, although one to two inches of sand beneath the membrane is desirable. The subgrade upon which the retarder is placed shall be smooth and free of rocks, gravel or other protrusions which may damage the retarder. Use of sand above the retarder is under the purview of the structural engineer; if sand is used over the retarder, it should be placed in a dry condition. 7.8 Corrosion Design Criteria Representative samples of the surficial soils, typical of the subgrade soils expected to be encountered within foundation excavations and underground utilities were tested for corrosion potential. The minimum resistivity value obtained for the samples tested is representative of an environment that may be corrosive to metals. The soil pH value was considered mildly acidic and may have a significant effect on soil corrosivity. Consideration should be given to corrosion protection systems for buried metal such as protective coatings, wrappings or the use of PVC where permitted by local building codes. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 11 According to Table 4.3.1 of ACI 318 Building Code and Commentary, these contents revealed negligible levels of sulfate exposure. Therefore, a Type II cement according to latest CBC specifications may be utilized for building foundations at this time. Additional sulfate tests shall be performed at the completion of site grading to assure that these soils are consistent with the recommendations stated in this design. Corrosion test results may be found on the attached Table IV. 7.9 Utility Trench and Excavation Backfill Trenches from installation of utility lines and other excavations may be backfilled with on-site soils or approved imported soils compacted to a minimum of 90% relative compaction. All utility lines shall be properly bedded with clean sand having a sand equivalency rating of 30 or more. This bedding material shall be thoroughly water jetted around the pipe structure prior to placement of compacted backfill soils. 7.10 Expansive Soil Since expansive soils were encountered, special attention should be given to the project design and maintenance. The attached Expansive Soil Guidelines should be reviewed by the engineers, architects, owner, maintenance personnel and other interested parties and considered during the design of the project and future property maintenance. 8.0 Closure The recommendations and conclusions contained in this report are based upon the soil conditions uncovered in our test excavations. No warranty of the soil condition between our excavations is implied. NorCal Engineering should be notified for possible further recommendations if unexpected to unfavorable conditions are encountered during construction phase. NorCal Engineering September 25, 2017 Page 12 Project Number 19883-17 It is the responsibility of the owner to ensure that all information within this report is submitted to the Architect and appropriate Engineers for the project. This firm should have the opportunity to review the final plans to verify that all our recommendations are incorporated. This report and all conclusions are subject to the review of the controlling authorities for the project. A preconstruction conference should be held between the developer, general contractor, grading contractor, city inspector, architect, and soil engineer to clarify any questions relating to the grading operations and subsequent construction. Our representative should be present during the grading operations and construction phase to certify that such recommendations are complied within the field. This geotechnical investigation has been conducted in a manner consistent with the level of care and skill exercised by members of our profession currently practicing under similar conditions in the Southern California area. No other warranty, expressed or implied is made. We appreciate this opportunity to be of service to you. If you have any further questions, please do not hesitate to contact the undersigned. Respectfully subs NORCAL ENGIN Keith D. Tucker ��Exp. 92/31/111 Project Engineer °r� �ficHN�o� R.G.E. 841 o NorCal Engineering Scott D. Spensiero Project Manager September 25, 2017 Project Number 19883-17 Page 13 References 1. California Division of Mines and Geology, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California: Special Publication 117A. 2. California Division of Mines and Geology, 1997, Seismic Hazard Zone for the Newport Beach 7.5 -Minute Quadrangle, Orange County, California, Seismic Hazard Zone Report 03. 3. California Building Code, 2013 and 2016. 4. United States Geological Survey, 1965, photorevised 1981, Newport Beach Quadrangle, California, Topographic Map 7.5 -Minute Series. NorCal Engineering September 25, 2017 Page 14 Project Number 19883-17 SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL Excavation Any existing low density soils and/or saturated soils shall be removed to competent natural soil under the inspection of the Soils Engineering Firm. After the exposed surface has been cleansed of debris and/or vegetation, it shall be scarified until it is uniform in consistency, brought to the proper moisture content and compacted to a minimum of 90% relative compaction (in accordance with ASTM: D-1557). In any area where a transition between fill and native soil or between bedrock and soil are encountered, additional excavation beneath foundations and slabs will be necessary in order to provide uniform support and avoid differential settlement of the structure. Material For Fill The on-site soils or approved import soils may be utilized for the compacted fill provided they are free of any deleterious materials and shall not contain any rocks, brick, asphaltic concrete, concrete or other hard materials greater than eight inches in maximum dimensions. Any import soil must be approved by the Soils Engineering firm a minimum of 24 hours prior to importation of site. Placement of Compacted Fill Soils The approved fill soils shall be placed in layers not excess of six inches in thickness. Each lift shall be uniform in thickness and thoroughly blended. The fill soils shall be brought to within 2% of the optimum moisture content, unless otherwise specified by the Soils Engineering firm. Each lift shall be compacted to a minimum of 90% relative compaction (in accordance with ASTM: D 1557) and approved prior to the placement of the next layer of soil. Compaction tests shall be obtained at the discretion of the Soils Engineering firm but to a minimum of one test for every 500 cubic yards placed and/or for every 2 feet of compacted fill placed. NorCal Engineering September 25, 2017 Project Number 19883-17 Page 15 The minimum relative compaction shall be obtained in accordance with accepted methods in the construction industry. The final grade of the structural areas shall be in a dense and smooth condition prior to placement of slabs -on -grade or pavement areas. No fill soils shall be placed, spread or compacted during unfavorable weather conditions. When the grading is interrupted by heavy rains, compaction operations shall not be resumed until approved by the Soils Engineering firm. Grading Observations The controlling governmental agencies should be notified prior to commencement of any grading operations. This firm recommends that the grading operations be conducted under the observation of a Soils Engineering firm as deemed necessary. A 24 hour notice must be provided to this firm prior to the time of our initial inspection. Observation shall include the clearing and grubbing operations to assure that all unsuitable materials have been properly removed; approve the exposed subgrade in areas to receive fill and in areas where excavation has resulted in the desired finished grade and designate areas of overexcavation; and perform field compaction tests to determine relative compaction achieved during fill placement. In addition, all foundation excavations shall be observed by the Soils Engineering firm to confirm that appropriate bearing materials are present at the design grades and recommend any modifications to construct footings. NorCal Engineering September 25, 2017 Page 16 Expansive Soil Guidelines Project Number 19883-17 The following expansive soil guidelines are provided for your project. The intent of these guidelines is to inform you, the client, of the importance of proper design and maintenance of projects supported on expansive soils. You, as the owner or other interested party, should be warned that you have a duty to provide the information contained in the soil repos` including these guidelines to your design engineers, architects, landscapers and other design parties in order to enable them to provide a design that takes into consideration expansive soils. In addition, you should provide the soil report with these guidelines to any property manager, lessee, property purchaser or other interested party that will have or assume the responsibility of maintaining the development in the future. Expansive soils are fine-grained silts and clays which are subject to swelling and contracting. The amount of this swelling and contracting is subject to the amount of fine-grained clay materials present in the soils and the amount of moisture either introduced or extracted from the soils. Expansive soils are divided into five categories ranging from "very low" to "very high". Expansion indices are assigned to each classification and are included in the laboratory testing section of this report. If the expansion index of the soils on your site, as stated in this report, is 21 or higher, you have expansive soils. The classifications of expansive soils are as follows: Classification of Expansive Soil* Expansion Index Potential Expansion 0-20 Very Low 21-50 Low 51-90 Medium 91-130 High Above 130 Very High NorCal Engineering September 25, 2017 Project Number 19883-17 Page 17 When expansive soils are compacted during site grading operations, care is taken to place the materials at or slightly above optimum moisture levels and perform proper compaction operations. Any subsequent excessive wetting and/or drying of expansive soils will cause the soil materials to expand and/or contract. These actions are likely to cause distress of foundations, structures, slabs -on -grade, sidewalks and pavement over the life of the structure. It is therefore imperative that even after construction of improvements, the moisture contents are maintained at relatively constant levels, allowing neither excessive wetting or drying of soils. Evidence of excessive wetting of expansive soils may be seen in concrete slabs, both interior and exterior. Slabs may lift at construction joints producing a trip hazard or may crack from the pressure of soil expansion. Wet clays in foundation areas may result in lifting of the structure causing difficulty in the opening and closing of doors and windows, as well as cracking in exterior and interior wall surfaces. In extreme wetting of soils to depth, settlement of the structure may eventually result. Excessive wetting of soils in landscape areas adjacent to concrete or asphaltic pavement areas may also result in expansion of soils beneath pavement and resultant distress to the pavement surface. Excessive drying of expansive soils is initially evidenced by cracking in the surface of the soils due to contraction. Settlement of structures and on -grade slabs may also eventually result along with problems in the operation of doors and windows. Projects located in areas of expansive clay soils will be subject to more movement and "hairline" cracking of walls and slabs than similar projects situated on non -expansive sandy soils. There are, however, measures that developers and property owners may take to reduce the amount of movement over the life the development. The following guidelines are provided to assist you in both design and maintenance of projects on expansive soils: • Drainage away from structures and pavement is essential to prevent excessive wetting of expansive soils. Grades should be designed to the latest building code and maintained to allow flow of irrigation and rain water to approved drainage devices or to the street. NorCal Engineering September 25, 2017 Page 18 Project Number 19883-17 • Any "ponding" of water adjacent to buildings, slabs and pavement after rains is evidence of poor drainage; the installation of drainage devices or regrading of the area may be required to assure proper drainage. Installation of rain gutters is also recommended to control the introduction of moisture next to buildings. Gutters should discharge into a drainage device or onto pavement which drains to roadways. • Irrigation should be strictly controlled around building foundations, slabs and pavement and may need to be adjusted depending upon season. This control is essential to maintain a relatively uniform moisture content in the expansive soils and to prevent swelling and contracting. Over -watering adjacent to improvements may result in damage to those improvements. NorCal Engineering makes no specific recommendations regarding landscape irrigation schedules. • Planting schemes for landscaping around structures and pavement should be analyzed carefully. Plants (including sod) requiring high amounts of water may result in excessive wetting of soils. Trees and large shrubs may actually extract moisture from the expansive soils, thus causing contraction of the fine-grained soils. • Thickened edges on exterior slabs will assist in keeping excessive moisture from entering directly beneath the concrete. A six-inch thick or greater deepened edge on slabs may be considered. Underlying interior and exterior slabs with 6 to 12 inches or more of non -expansive soils and providing presaturation of the underlying clayey soils as recommended in the soil report will improve the overall performance of on -grade slabs. • Increase the amount of steel reinforcing in concrete slabs, foundations and other structures to resist the forces of expansive soils. The precise amount of reinforcing should be determined by the appropriate design engineers and/or architects. NorCal Engineering September 25, 2017 Page 19 Project Number 19883-17 • Recommendations of the soil report should always be followed in the development of the project. Any recommendations regarding presaturation of the upper subgrade soils in slab areas should be performed in the field and verified by the Soil Engineer. NorCal Engineering ALISO AVENUE Q CL -F N [fl �I I N *P F w IL Lu $m y O uy n ^]I n U z° y j � d M m � i W Agliv w N 2 September 25, 2017 Page 20 Project Number 19883-17 List of Appendices (in order of appearance) Appendix A - Log of Excavations • Log of Borings B-1 to B-3 Appendix B - Laboratory Tests e Table I - Maximum Dry Density • Table II — Expansion • Table III—Atterberg Limits • Table IV - Corrosion • Plate A - Direct Shear • Plates B and C - Consolidation NorCal Engineering September 25, 2017 Appendix A NorCat Engineering Project Number 19883-17 MAJOR DIVISION GRAPHIC LETTER TYPICAL DESCRIPTIONS CYMRnI RYMRnI GW WELL-GRADED GRAVELS, GRAVEL. SAND MIXTURES, LITTLE OR NO FINES GRAVEL CLEAN GRAVELS,-.`' AND (LITTLE OR NO FINES) GRAVELLY POORLY-GRADED GRAVELS, SOILS, GP GRAVEL-SAND MIXTURES, LITTLE COARSE F dib- OR NO FINES GRAINED SOILS MORE THANSILTY GM GRAVELS, GRAVEL-SAND- 5D% OF VELS SILT MIXTURES WITH FINES COARSE GC CLAYEY GRAVELS, GRAVEL-SAND- FRACTION RETAINED ON (APPRECIABLE NO.4 SIEVE AMOUNT OF FINESI CLAY MIXTURES r■rrti• ■':�y,�S,� WELL-GRADED SANDS, GRAVELLY r SW SANDS. LITTLE OR NO FINES SAND CLEAN SAND AND (LITTLE OR NO SANDY FINES) POORLY-GRADED SANDS, GRAVEL- MORE THAN SOILS SP LY SANDS, LITTLE OR NO FINES 50% OF MATERIAL IS LARG RE THAN NO. MORE THAN SM SILTY SANDS, SAND-SILT 200 SIEVE 50% OF SANDS WITH MIXTURES SIZE COARSE FINE FRACTION (APPRECIABLE PASSING ON AMOUNT OF SC CLAYEY SANDS, SAND-CLAY NO. 4 SIEVE FINES) MIXTURES INORGANIC SILTS AND VERY FINE ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO FINE SILTS LIQUID LIMIT CL MEDIUM PLASTICITY, GRAVELLY GRAINED AND I FCS THAN sn ASS, SILTY SEAN SOILS CLAYS CLAYS CLANDY _ _ - - - ORGANIC SILTS AND ORGANIC -_ OL SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR MH DIATOMACEOUS FINE SAND OR SILTY SOILS MORE THAN 1z'xA 50% OF MATERIALSILTS LIQUID LIMIT CH INORGANIC CLAYS OF HIGH ISLL AND GREATER THAN PLASTICITY, FAT CLAYS THAN NO. CLAYS 50 +^ "fORGANIC CLAYS OF MEDIUM TO 200 SIEVE SIZE OH HIGH PLASTICITY, ORGANIC SILTS PEAT, HUMUS, SWAMP SOILS WITH HIGHLY ORGANIC SOILS PT HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS UNIFIED SOIL CLASSIFICATION SYSTEM NorCal Englneering KEY: E Indicates 2.5 -inch Inside Diameter. Ring Sample. Indicates 2 -inch OD Split Spoon Sample (SPT). Indicates Shelby Tube Sample. Indicates No Recovery. indicates SPT with 140# Hammer 30 in. Drop. indicates Bulk Sample. Indicates Small Bag Sample. Indicates Non -Standard Indicates Core Run. COMPONENT DEFINITIONS COMPONENT SIZE RANGE Boulders Larger than 12 in Cobbles 3 in to 12 in Gravel 3 in to No 4 (4.5mm ) Coarse gravel 3 in to 3/4 in Fine gravel 3/4 In to No 4 ( 4.5mm ) Sand No. 4 (4.5mm) to No. 200 (0.074mm ) Coarse sand No. 4 (4.5 mm) to No. 10 (2.0 mm) Medium sand No. 10 ( 2.0 mm ) to No. 40 ( 0.42 mm ) Fine sand No. 40 ( 0.42 mm ) to No. 200 ( 0.074 mm ) Silt and Clav Smaller than No. 200 (0,074 mm) COMPONENT PROPORTIONS DESCRIPTIVE TERMS RANGE OF PROPORTION Trace 1 - 5% Few 5-10% Little 10-20% Some 20-35% And 35-50% MOISTURE CONTENT DRY Absence of moisture, dusty, Density dry to the touch. DAMP Some perceptible Approximate Undrained shear moisture; below optimum MOIST No visible water, near optimum moisture content WFT Visible free water, usually Very Soft soft Medium Stiff Stiff Very Stiff Hard soil is below water table. RELATIVE DENSITY OR CONSISTENCY VERSUS SPT N -VALUE COHESIONLESS SOILS COHESIVE SOILS Density N (blows/ft) Consistency N (blows/ft) Approximate Undrained shear Strength (psf) Very Loose Loose Medium Dense Dense Very Dense 0 to 4 4 to 10 10 to 30 30 to 50 over 50 Very Soft soft Medium Stiff Stiff Very Stiff Hard 0 to 2 2 to 4 4 to 8 8 to 15 15 to 30 over 30 < 250 250-500 500-1000 1000-2000 2000 - 4000 > 4000 NorCal Engineering Sonny Rubin 6 Log of Boring B-1 19883-17 Boring Location: 317 Aliso Ave, Newport Bch Date of Drilling: 9/14117 Groundwater Depth: None Encountered Drilling Method: Hand Auger Hammer Weight: Drop: Surface Elevation: Not Measured Depth Lith- Samples La oratory ! c (feet) ology Material Description �� FILL SOILS - ! Clayey SILT Dark brown, soft to firm, moist ✓ 17.2 06. ' NATURAL SOILS 0 Clayey SILT Dark brown, firm to stiff, moist 5/ ■ 10.9 10. Sandy SILT Brown, firm, moist Clayey SILT Dark brown, firm, moist 10 ■ 19.4 02. Sandy SILT Brown, firm, moist 15 Boring completed at depth of 15' ■ 12.3 101.f 20 25 —30 35 NorCal Engineering r;? sonny Rubin Log of Boring B-2 19883-17 Boring Location: 317 Aliso Ave, Newport Bch Date of Drilling: 9/14/17 4Groundwater Depth: None Encountered Drilling Method: Hand Auger Hammer Weight: Drop: Surface Elevation: Not Measured Depth Lith- Samples Laboratory d L (feet) ology Material Description n F m o .ow :+a 0o LL 0 f! FILL SOILS �� Clayey SILT Dark brown, soft to firm, moist S/ s NATURAL SOILS � Clayey _ SILT Dark brown, firm to stiff, moist ■ 13.6 O6. —5 Sandy SILT Brown, firm, moist ' Clayey SILT ■ 16.9 105.E �1 Dark brown, firm, moist 10 Boring completed at depth of 10' , 15 20 25 30 35 NorCal Engineering 2 Sonny Rubin Log of Boring B-3 19883-17 Boring Location: 317 Aliso Ave, Newport Bch Date of Drilling: 9/14117 Groundwater Depth: None Encountered Drilling Method: Hand Auger Hammer Weight: Drop: Surface Elevation: Not Measured Depth Lith- Samples Laboratory 3 Y3 E Z e (feet) ology Material Description F _o m 0 m_ Gy 01 LL C 0 U p � FILL SOILS g Clayey SILT y� Dark brown, soft to firm, moist / ■ 13.1 108,2 fl NATURAL SOILS - a !� s Clayey SILT Dark brown, firm to stiff, moist 5 y`//.� ■ 13.4 11. Sandy SILT Brown, firm, moist Clayey SILT JDark brown, firm, moist 10 Boring completed at depth of 10' ■ 17.1104.-o —15 20 25 —30 35 NorCal Engineering 3 September 25, 2017 Appendix B NorCal Engineering Project Number 19883-17 September 25, 2017 TABLE MAXIMUM DENSITY TESTS Optimum Sample Classification Moisture B-1 @ 2' Clayey SILT 13.0 TABLE II EXPANSION INDEX TESTS Soil Type Classification B-1 @ 2' Clayey SILT TABLE III ATTERBERG LIMITS Sample Liquid Limit Plastic Limit B-1 @ 5' 37 24 B-1 @ 10' 27 22 TABLE IV CORROSION TESTS Sample DH Electrical Resistivity (ohm -cm) B-1 @ 2' 7.3 2,764 ND denotes not detected % by weight ppm — mg/kg Project Number 19883-17 Maximum Dry Density (lbs./cu.ft.) 121.0 Expansion Index 74 Plasticity Index 13 5 Sulfate % Chloride (ppm) 0.001 155 NorCal Engineering Sample No. BI@2' Sample Type: Undisturbed/Saturated Soil Description: Silty Clay w/ Some Sand 3000 2500 c 2000 .S 1:1500 m 1000 500 0 00 20 4.0 0.0 0,0 Ina 12.0 l iel Stain 1%) Residual Stress 19 490 0 0 500 1000 1500 2000 2500 3000 3500 4000 Normal Stress (psf) NorCal Engineering DIRECT SHEAR TEST SOILS AND GEOTECHNICAL CONSULTANTS ASTM D3080 Sonnv Rubin Plate A PROJECT NUMBER: 19833-17 DATE: 9/26/2017 1 2 3 Normal Stress (pat) 1000 2000 3000 Peak Stress (psf) 816 1344 1500 Displacement (in) 0.125 0.225 0225 Residual Stress (ps1) 780 1344 1500 Displacement (in.) 0250 0,250 0.250 In Situ Dry Density (pco 1062 106.2 106.2 In Situ Water Content (%) 17,2 17.2 I T2 Saturated Water Content (%) 21 6 21.6 21.6 Strain Rate (in/min) 0.020 0.020 0.020 3000 2500 c 2000 .S 1:1500 m 1000 500 0 00 20 4.0 0.0 0,0 Ina 12.0 l iel Stain 1%) Residual Stress 19 490 0 0 500 1000 1500 2000 2500 3000 3500 4000 Normal Stress (psf) NorCal Engineering DIRECT SHEAR TEST SOILS AND GEOTECHNICAL CONSULTANTS ASTM D3080 Sonnv Rubin Plate A PROJECT NUMBER: 19833-17 DATE: 9/26/2017 Vertical Pressure ssft. Sample Height (inches) Consolidatio n Sample No. B 1 Depth 5' Date 9/26/2017 (tips/Pr (percent) 1.02 107 - _! : --- ■ In -Situ Moisture Content - - 0.125 1.0000 0.0 --- -__ O Saturated 1.00 _ 0.25 0.9973 0.3 0.5 0.9943 0.6 0.99 - _ -- - -- - ----- - -_ 1 0.9901 1.0 - - - 1 0.9843 1.6 .b 0_9B 2 0.9773 2.3 y 4 0.9680 3.2 C ^ x.87 8 0.9546 4.5 ----- - --- 0.25 0.9637 3,6 FAo ss - -. - - - --- _ - 0.95 - 0.94 w 0.03 Date Tested: 9/20/2017 -- -- -- - -_ -: - -- Sample: In 0.92 Depth: 'at -:_ 0 97 M: _. E 0,90 rn 0.fia 0.88 0.87 0.86 0.84 Silty Fine -Medium Grained Sand - ------ _ 083 DryDensity: 110.7pef -.. �.-- _.... Initial Moisture Content: 10.9 % ------ - - -- --------' 0.82 Saturated Moisture Content: 19.3 % Saturated at 1 kip/sq.ft.-- 0.87 1 10 0.1 Vertical Pressure (kips/sq.ft.) NorCal Engineering CONSOLIDATION TEST SOILS AND GEOTECHNICAL CONSULTANTS ASTM D2435 Plate B Sonnv Rubin Vertical liemre (kips/sq.rt.) Sample Heigh (inches) Consolidation (percent) Sample No. B1 Depth 10' Date 9/26/2017 1.02 _ _ ... 1.01-. -.. - - - - ■ In -Situ Moisture Content 0.125 1.0000 0.0 O Saturated - 10D - 0.25 0.9935 0.6 0.5 0.9883 1.2 0.99 1 0.9808 1.9 1 0.9856 1.4 b 098 2 0.9757 2.4 4 0.9522 4.8 8 0.9208 7.9 0.25 0.9470 5.3 CO) 096 094 m 093 Date Tested: 9/21/2017 v -- � - --- - - --- - - Sample: Bl 092 10, = 0.97 E 0,90 _. . U) 0.89 __ --. : -. - : _ -_ .. - _ -:- 0.88 0 B7 085 0.84 083 Clayey Silt -- - - Dry Density: 102,7 pcf Initial Moisture Content: 19.4 % 0.82 Saturated Moisture Content: 23.4% Saturated at I kip/sq.ft. 0.81 10 0.1 Vertical Pressure (kips/sq.ft.) NorCal Engineering CONSOLIDATION TEST SOILS AND GEOTECHNICAL CONSULTANTS ASTM D2435 Plate C Sonny Rubin PROJECTNUMBER: 19833-17 DATE: 9/26/2017