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Home My WebLink About20190531_Soil Report_2-21-2019soil PACIFIC INC . Brightview Development , LLC 610 Newport Center Dr. Suite 1260 Newport Beach, CA 92660 Subject: Dear Sir: Soil and Foundation Evaluation Report Proposed Single Family Residential Building 3904 River Avenue, Newport Beach, California February 21, 2019 Project No. A-6840-19 Pursuant to your authorization, we are pleased to submit our report for the subject project. Our evaluation was conducted in February 2019. This evaluation consists of field exploration; sub- surface soil sampling; laboratory testing; engineering evaluation and preparation of the following report containing a summary of our conclusions and recommendations. The opportunity to be of service is appreciated. Should any questions arise pertaining to any portion of this report, please contact this firm in writing for further clarification. Respectfully submitted, Soil Pacific, Inc. cl _ j9nes-Ka},ir Presided ------.r::..__ __ 7~/)-~ Hoss Eftekhari RCE 675 N. Eckhoff, §1ni~,e A , Or,mge, CA 92§'68 O T~J {7ll"1), 879-l:203 O !Fu (Jl'I!} §79-4§12 PA2019-102 Soil and Foundation Evaluation Report Proposed Single Family Residential Building 3904 River Avenue, Newport Beach, California Prepared for: Brightview Development , LLC 610 Newport Center Dr. Suite 1260 Newport Beach, CA 92660 Prepared by: SOIL PACIFIC INC. 675 N. ECKHOFF STREET, SUITE A ORANGE, CALIFORNIA 92868 Tel. (714) 879 1203 February 21, 2019 Project No. A-6840-19 PA2019-102 Introduction 1.1 Description of Site 1.2 Planned land Use 1.3 Field Exploration I .4 Laboratory Testing 1.4.1 Classification 1.4.2 Expansion Potential 1.4.3 Direct Shear 2. I Earth Materials 2.2 Regional Geology 2.3 Geologic Setting 2.4 Active Fault 2.5 Foundations 2.6 Bearing Materials 2.7 Chemical Contents 2.8 Ground Water 2.9 CBC Seismic Design 2.10 Liquefaction 3.1 Site clearing and preparation 3.2 Site preparation 3.3 Stability of Temporary Cuts 3.4 Foundations 3.4.1 Bearing Value 3.4.2 Foundation Settlement 3.4.3 Concrete Type 3.4.4 Slab on grade 3.5 Utility Trenches Backfill 3.6 Seismic Design and Construction 3.7 Conventional Retaining Wall 3.8 Concrete Driveway 3.9 Excavation 3.10 Infiltration 3.11 Observation and Testing Table of Contents Section 1.0 Preliminary Soils Evaluation Section 2.0 Conclusions Section 3.0 Recommendations Illustrations Appendix A Field Exploration Appendix B Laboratory Testing Appendix C References Appendix D General Earthwork & Grading Specifications PA2019-102 Project No. A-6840-19 3904 River Avenue, Newport Beach, California LIMITATIONS Soil and Foundation Evaluation Report Proposed Single Family Residential Building 3904 River Avenue, New Port Beach, California Page: 4 Between exploratory excavations and/or field testing locations, all subsurface deposits, consequent of their anisotropic and heterogeneous characteristics, can and will vary in many important geotechnical properties. The results presented herein are based on the information in part furnished by others and as generated by this firm, and represent our best interpretation of that data benefiting from a combination of our earthwork related construction experience, as well as our overall geotechnical knowledge. Hence, the conclusions and recommendations expressed herein are our professional opinions about pertinent project geotechnical parameters which influence the understood site use; therefore, no other warranty is offered or implied. All the findings are subject to field modification as more subsurface exposures become available for evaluations. Before providing bids, contractors shall make thorough explorations and findings. Soil Pacific Inc., is not responsible for any financial gains or losses accrued by persons/firms or a third party from this project. In the event the contents of this report are not clearly understood, due in part to the usage of technical terms or wording, please contact the undersigned in writing for clarification. PA2019-102 Project No. A-6840-19 3904 River Avenue, Newport Beach, California 1. 1 Site Description SECTION 1.0 PRELIMINARY EVALUATION Page: 5 The area covered by our investigation consists of a developed single family residential property located at 3904 River A venue, New Port Beach, California. The item properties is a developed rectangular shaped oceanfront property, and consists of a main building, detached garages, front yard and docking space with tow narrow walk ways at north and south sides. Surrounding properties at the north and south are developed single family. Site access is through River Avenue the west. Site elevation is about 5 feet above main sea level, with a sheet water flow toward the east and north. 1.2 Planned Land Use It is understood that the proposed construction will consist of renovation and upgrading of the building structure with conventional attached garages. 1.3 Field Exploration Subsurface conditions were explored by three auger borings at the northwest ad south west comer of the property through the flo wer beds and an additional boring at mid center of the property using hand auger drilling tool and spoon sampling (ASM) to the depth of 10 feet. Thin topsoil consisted of dark gray,underlain brown sugar sand with some silt. Groundwater was encountered at about 4 feet below garde. At groundwater elevation a thin layer dark gray silt was encountered. Earth materials encountered within the exploratory borings were classified and logged by the field engineer in accordance with the visual-manual procedures of the Unified Soil Classification System (USCS), ASTM Test Standard D2488. Following our exploration, borings were loosely backfilled with the soil cuttings. The approximate locations of the exploratory borings are shown on the Exploration Location Map Figure A-1-1. Descriptive boring logs are presented in Appendix A. 1.4 Laboratory Testing 1.4.1. Classification Soils were classified visually according to the Unified Soil Classification System. Moisture content and dry density detenninations were made for the samples taken at various depths in the exploratory excavations. Results of moisture-density and dry-density determinations, together with classifications, are shown on the boring logs, Appendix A. PA2019-102 Project No. A-6840-19 Page: 6 3904 River Avenue, Newport Beach, California 1.4.2 Expansion Encountered soils were mainly coarse grained sand with tarce of silt. Expansion potential for the site is not anticipated and will considered as EI=0. 1.4.3 Direct Shear Shear strength parameters are detennined by means of strain-controlled, double plain, direct shear tests perfonned in general accordance with ASTM D-3080. Generally, three or more specimens are tested, each under a different normal load, to detennine the effects upon shear resistance and displacement, and strength properties such as Mohr strength envelopes. The direct shear test is suited to the relatively rapid determination of consolidated drained strength properties because the drainage paths through the test specimen are short, thereby allowing excess pore pressure to be dissipated more rapidly than with other drained stress tests. The rate of deformation is determined from the time required for the specimen to achieve fifty percent consolidation at given normal stress. The test can be made on all soil materials and undisturbed, remolded or compacted materials. There is, however, a limitation on maximum particle size. Sample displacement during testing may range from 10 to 20 percent of the specimen's original diameter or length. The sample's initial void ratio, water content, dry unit weight, the degree of saturation based on the specific gravity, and mass of the total specimen may also be computed. The shear test results are plotted on the attached shear test diagrams and unless otherwise noted on the shear test diagram, all tests are performed on undisturbed, saturated samples. PA2019-102 Project No. A-6840-19 Page: 7 3904 River Avenue, Newport Beach, California Figure 1: Site Aerial Photo. PA2019-102 Project No. A-6840-19 Page:8 3904 River Avenue, Newport Beach, California ., .. ..... / I j \ tmID>&Ji>~ -OOTFgJJ.m?W ~~I Figure 2: Site topographic map. PA2019-102 Project No. A-6840-19 3904 River Avenue, Newport Beach, California Section 2.0 Conclusions Page: 9 The proposed construction is considered feasible from a soils engineering standpoint. All earthwork should be performed in accordance with applicable engineering recommendations presented herein or applicable Agency Codes, whichever are the most stringent. 2. 1 Regional Earth Materials Earth materials encountered at the site during the sub-surface exploration consisted of primarily of Eolian dune deposit (Qe).This deposit is composed of sugar sand with trace of silt. A thin layer of dark gray silt was encountered at the contact of the groundwater in all borings. 2.2 Active Fault/ Seismicity The subject property is not in an Alquist-Priolo Earthquake Fault Zones; nor are any faults mapped, or inferred, through the property. 2.3 Foundations Anticipated sub-surface materials at proposed building pad elevation is granular dense sandy soils. All newly design foundation will be embedded into firm native soils. 2.6 Bearing Materials Encountered top soil within the upper 1.0 feet are relatively loose and are not considered as an adequate bearing materials. Native granular soils at about 2.0 feet below the existing grade will be used bearing materials. 2. 7 Chemical Contents Chemical testing for detection of hydrocarbon or other potential contamination is beyond the scope of this report. 2.8 Groundwater The site is located within the coastal water front or marginal front of Coastal Plain of Orange County groundwater basin, (California Department of Water Resources, [CDWR], 2016). Groundwater depth varies within the area and flow direction beneath the subject site is toward the south-southeast. No groundwater wells were listed on the property; however, several groundwater wells are listed in the site vicinity. PA2019-102 Project No. A-6840-19 Page: 10 3904 River Avenue, Newport Beach, California • 2 PA2019-102 Project No. A-6840-19 Page: 11 3904 River Avenue, Newport Beach, California Groundwater was not encountered during our sub-surface exploration program. The referenced report is indicated that groundwater is expected in a very shallow depth from the existing grade. Daily tidal fluctuations may change the groundwater elevation. 2.9 CBC Seismic Design Parameters Earthquake loads on earthen structures and buildings are a function of ground acceleration, which may be determined from the site-specific acceleration response spectrum. To provide the design team with the parameters necessary to construct the site-specific acceleration response spectrum for this project, we used computer application that is available on the United States Geological Survey (USGS) website, https://earthquake.usgs.gov/ws/designmaps/ or https://asce7hazardtool.online. Specifically, the Design Maps website https://ea1thquake.usgs.gov/ws/designmaps/asce7-16.html was used to calculate the ground motion parameters. 2008 PSHA Interactive Deaggregation website http://geohazards.usgs.gov/deaggint/2008/ may be used to determine the appropriate earthquake magnitude. Based on our review of pertinent CGS maps, no active or potentially active faults are known to traverse the area of the proposed development at the subject site. However, Southern California is seismically active with numerous faults capable of causing ground shaking at the site. The general location of active and potentially active faults within the southern California region can generate ground shaking at the site. 2.10 Liquefaction Potential/ Secondary Seismic Hazard Based on our review of the published maps (Newport Beach 7.5 Min. Quadrangle/ State Hazard Seismic Map), the subject site located within the area having a potential for Liquefaction susceptibility. Liquefaction occurs when seismically-induced dynamic loading of a saturated sand or silt causes pore water pressures to increase to levels where grain-to-grain contact pressure is significantly decreased and the soil material temporarily behaves as a viscous fluid. Liquefaction can cause settlement of the ground surface, settlement and tilting of engineered structures, flotation of buoyant buried structures and fissuring of the ground surface. A common manifestation ofliquefaction is the fonnation of sand boils (short-lived fountains of soil and water emerges from fissures or vents and leave freshly deposited conical mounds of sand or silt on the ground surface). Lateral spreading can also occur when liquefaction occurs adjacent to a free face such as a slope or stream embankment. The types of seismically induced flooding that may be considered as potential hazards to a particular site normally includes flooding due to a tsunami (seismic sea wave), a seiche, or failure of a major reservoir or other water retention structure upstream of the site. PA2019-102 Project No. A-6840-19 Page: 12 3904 River Avenue, Newport Beach, California Since the site has an average elevation of approximately 5 feet above sea level, and it does lie in close proximity to an enclosed body of water, the probability of flooding from a tsunami or seiche is considered to be high. PA2019-102 Project No. A-6840-19 3904 River Avenue, Newport Beach, California Section 3.0 Recommendations Page: 13 Based on our exploration and experience with similar projects, the proposed construction is considered feasible from a soils engineering standpoint providing the following recommendations are made a part of the plans and are implemented during construction. 3.1 Clearing and Site Preparation Based on the proposed project prospect, a portion of the will be demolished . All construction debris will be removed to prepare proposed building pad. 3.2 Site Preparation and Excavations The anticipated excavation the proposed structure will not exceed 4 feet depth. Site grading is not anticipated or grading plan is not available for comment. The following recommendations will be a part of design recommendations if any grading is proposed: 1. The areas to receive compacted fill should be stripped of all vegetation, construction debris and trashes, non engineered fill, left in place incompetent material up to approved soils. If soft spots are encountered, project soil engineer will evaluate the site conditions and will provide necessary recommendations. 2. The excavated area should be scarified to a minimum of8 inches, adjusted to optimum moisture content, and reworked to achieve a minimum of 90 percent relative compaction. 3. Compacted fill should extend at least 5 feet beyond all perimeter footings or to a distance equal to the depth of the certified compacted fill, whichever is the greatest and feasible. 4. Compacted fill, consisting of on-site soil shall be placed in lifts not exceeding 6 inches in uncompacted thickness. The excavated onsite materials are considered satisfactory for reuse in the fill if the moisture content is near optimum. All organic material and construction debris should be removed and shall be segregated. Any imported fill should be observed, tested, and approved by the soils engineer prior to use as fill. Rocks larger than 6 inches in diameter should not be used in the fill. 5. The fill should be compacted to at least 90 percent of the maximum dry density for the material. The maximum density should be determined by ASTM Test Designation D 1557-00. 6. Field observation, and compaction testing should be performed by a representative of Soil Pacific Inc. during the grading to assist the contractor in obtaining the required degree of compaction and PA2019-102 Project No. A-6840-19 Page: 14 3904 River Avenue, Newport Beach, California the proper moisture content. Where compaction is less than required, additional compaction effort should be made with adjustment of the moisture content, as necessary, until a minimum of 90 percent relative compaction is obtained. 7-Any excavation within 5 feet from the adjacent building or public property should be shored or used slot cut method for compaction. Slot cut method A, B and C having maximum of 6 feet may be employed. 3.3 Stability of Temporary Cuts The stability of temporary cut is required during removal process. The stability depends on many factors, including the slope angle, closeness of the adjacent building foundation or public property traffic, the shearing strength of the underlying materials, and the height of the cut and the length of time the excavation remains open and exposed to equipment vibrations and rainfall. The geotechnical consultant should be present to observe all temporary excavations at the site. The possibility of temporary excavations failing may be minimized by: 1) keeping the time between cutting and filling operations to a minimum; 2) limiting excavation length exposed at any one time; and, 3) shoring prior to cut. 3.4 Foundations The following recommendations may be used in preparation of the design and construction of the foundation system: 3.4.1 Bearing Value Allowable bearing value is 2500 psf to a maximum of 5000 psf. The bearing value may be increased by 1/3 when considering short duration seismic or wind loads. An allowable frictional resistance of 0.35 may be used for design of concrete foundations poured on approved materials. When frictional and passive resistance are combined to compute the total lateral resistance, no reduction is needed to any of these two components. It should be noted that in order to reduce the liquefaction potential it is recommended that all proposed footings and slab-on-grade to be connected and tied structurally per structural engineer justification. 3.4.2 Foundation Settlement Based upon anticipated structural loads, the maximum total settlement for the proposed foundation is not expected to exceed 1 inch at design load. Differential settlement between adjacent footings and lateral displacement oflateral resisting elements when the foundations placed on engineered fill will not exceed ½ inch. PA2019-102 Project No. A-6840-19 Page: 15 3904 River Aveyue, Newport Beach, California / 3.4.3 Concrete Type Based on our experience with the similar project, concrete Type II is considered an adequate type to be used. 3.4.4 Slabs-on-grade If slabs-on-grade is designed then it should be a minimum of 5 inches in nominal thickness. Slab areas that are to be carpeted or tiled, or where the intrusion of moisture is objectionable, should be underlain by a moisture barrier consisting of 15-mil Visqueen, properly protected from the puncture by four inches of gravel per Calgreen requirements. The slab should be reinforced by rebars no. 4 at 18 inches on center and shall be tied to the foundation. 3.5 Utility Trench Backfill Utility trenches backfill should be placed in accordance with Appendix D. It is the owners' and contractors' responsibility to inform subcontractors of these requirements and to notify Soil Pacific when backfill placement is to begin. 3.6 Seismic Design and Construction Construction should be in conformance with seismic design parameters of the latest edition of California Building Code ( C.B.C.) Please refer to the following table for related seismic design parameters. ss Sl Soil Site sos SDI PGAm Seismic (0.2 sec) (1.0 sec) Class (0.2 sec) (1.0 sec) Design Cat 1.387 .495 D 1.11 -.728 III 3.7 Retaining Wall Design Recommendations Any wall having more than 6 feet of vertical height should be designed against static and seismic pressure accordingly. 1) Proposed free standing wall should be designed using a minimum of 3 7 pcf. The minimum equivalent fluid pressure of lateral pressure for at-rest condition will be 57 pounds per cubic foot and may be used for design for onsite non expansive granular soils conditions and level backfill (10:1 or less). PA2019-102 -j Project No. A-6840-19 Page: 16 3904 River Avenue, Newport Beach, California 2) An allowable soil bearing pressure of 2500 lbs. per square foot may be used in design for footings embedded a minimum of 24 inches below the lowest adjacent competent grade. 3) A friction coefficient of 0.35 between concrete and natural or compacted soil and a passive bearing value of 390 lbs. per square foot per foot of depth, up to a maximum of 5000 pounds per square foot at the bottom excavation level may be employed to resist lateral loads. Any wall exceeding 6 feet height should be designed against static and seismic loads. ( please refer to the Appendix B). 3.8 Concrete Driveway/ Pathway 1. The subgrade soils for all flatwork should be checked to have a minimum moisture content of 2 percentage points above the optimum moisture content to a depth of at least 18 inches. 2. Local irrigation and drainage should be diverted from all flatwork areas. Area drains and swales should be utilized to reduce the amount of subsurface water intrusion beneath the foundation and flatwork areas. 3. The concrete flatwork should have enough cold joints to prevent cracking. Adequate reinforcement considering the expansion potential is required. A minimum of rebar no. 4 placed at 18 inches on center must be used. 4. Surface and shrinkage cracking of the finished slab may be significantly reduced if a low slump and water-cement ratio are maintained during concrete placement. Excessive water added to concrete prior to placement is likely to cause shrinkage cracking. 5. Construction joints and saw cuts should be designed and implemented by the concrete contractor or design engineer based on on-site soil conditions. Maximum joint spacing should not exceed 8 feet in any direction. 6. Patio or driveway subgrade soil should be compacted to a minimum of 90 percent to a depth of 18 inches. All run-off should be gathered in gutters and conducted off-site in a non-erosive manner. Planters located adjacent to footings should be sealed, and leach water intercepted. 3.9 Excavation Calosha requires that any excavation exceeding 4 feet in vertical cut require shoring or 1: 1 trim above the 4 feet vertical cut. All temporary excavations shall conform to the requirements of CAL-OSHA (Title 8, Division 1, Subchapter 4, Article 6 "Excavations" Sections 1539 to 1547) as well as all specific worker safety requirements as enforced by the local Building Authority. PA2019-102 Project No. A-6840-19 Page: 17 3904 River Avenue, Newport Beach, California 3.10 Drainage Control Positive drainage should be provided around the perimeter of all structures to minimize water infiltrating into the underlying soils. Finish subgrade adjacent to exterior footings should be sloped down and away to facilitate surface drainage. All drainage should be directed off-site to the street via non-erosive devices. All roof run-off should be gathered in gutters and conducted, off-site in a non-erosive manner. Planters located adjacent to footings should be sealed, and leach water intercepted. 3.10 Infiltration Design Rate Groundwater at the site is very shallow. Sheet water infiltration into the native soils is not feasible. Sheet water infiltration into the ground should be avoided. 3.11 Observation and Testing All grading and earthwork including trench backfill should be perfonned under the observation and testing of the consulting engineer for proper sub-grade preparation, selection of satisfactory materials, placement and compaction of all structural fill. Sufficient notification prior to stripping and earthwork construction is essential in order that the work will be adequately observed and tested. Prior to initiation of grading, a meeting should be arranged by the developer and should be attended by representatives of the governmental agencies, contractors, consultants and the developer. Construction should be inspected at the following stages by the Geotechnical Consultant. It is recommended that representative of Soil Pacific, Inc. be present to observe and test during the following stages of construction: □ Site grading to confinn proper removal of unsuitable materials and to observe and test the placement of fill. □ Inspection of all foundation excavations prior to placement of steel or concrete. □ During the placement of retaining wall subdrain and backfill materials. □ Inspection of all slab-on-grade areas prior to placement of sand, Visqueen. □ After trenches have been properly backfilled and compacted. □ When any unusual conditions are encountered. PA2019-102 APPENDIX A Field Exploration PA2019-102 Log of Sub-surface Exploration Std. Pen Drive USCS Letter Wt: Bulk/Bag Drop: Graphic Ring Laboratory Elev. Moistun Dry (feet) N Reading -... 8-7 109.1 -..... -... -2.5 112.0 5- - ~ 5.2 112.8 - - --4.7 113.2 10- - - - - 15- - - - - 20- - - - - 25- - - - - 30- - - - - 35- - - - - 40- B-1 Equipment Type: ASM Boring# B-1 Diameter: 4" Logged by: A.Sh. Date:2/21/19 Depth: 10 feet G.water: -Backfilled: Y Description of Earth Materials SM Dark gray brown, fine grained silty sand, and sand, damp to SP moist, top soil. ML SP Light brown, fine grained silty sand, dense, damp, native soils. At 4 feet a thin layer (5 inches) of dark gray, sandy silt, saturated zone. Light brown to brown suger sand, saturated. End of sub-surface exploration 10 feet. Groundwater was observed.at 4 feet. Log depicts conditions at the time and location drilled. ' Soil Pacific Inc. Geotechnical and Environmental Services f Proiect Name: 3904 River Avenue. Newport Beach. California Project Number: A-6840-19 Report Date: I Figure: PA2019-102 Log of Sub-surface Exploration Std. Pen Bulk/Bag Ring Elev. (feet) -- - - 5- -- 10- 15- 20- 25- 30- 35- 40- Drive USCS Letter Wt: Drop: Graphic Laboratory Moisture Dry N Reading 3.8 117.8 13.5 108.0 SM SP ML SP B-2 Equipment Type: ASM Boring# B-2 Diameter: 4" Logged by: A.Sh. Date:2/21/19 Depth: 10 feet G.water: -Backfilled: Y Description of Earth Materials Dark gray brown, fine grained silty sand, and sand, damp to moist, top soil. Light brown, fine grained silty sand, dense, damp, native soils. At 4 feet a thin layer ( 5 inches) of dark gray, sandy silt, saturated zone. Light brown to brown suger sand, saturated. End of sub-surface exploration 10 feet. Groundwater was observed.at 4 feet. Log depicts conditions at the time and location drilled. ' Soil Pacific Inc. Geotechnical and Environmental Services < Proiect Name: 3904 River A venue, Newport Beach, California Project Number: A-6840-19 Report Date: I Figure: PA2019-102 Log of Sub-surface Exploration Std. Pen Bulk/Bag Ring Elev. (feet) -..... 5- -..... 10- 15- 20- 25- 30- 35- 40- Drive Wt: Drop: USCS Letter Graphic Laboratory Moistun Dry N Reading B-3 Equipment Type: ASM Boring# B-3 Diameter: 4" Logged by: A.Sh. Date:2/21/19 Depth: 6 feet G.water: -Backfilled: Y Description of Earth Materials Concrete Light brown, fine grained silty sand, dense, damp, native soils. SP ML SP At 4 feet a thin layer (5 inches) of dark gray, sandy silt, saturated zone. Light brown to brown suger sand, saturated. End of sub-surface exploration 6 feet.Groundwater was observed.at 4 feet. Lo_g depicts conditions at the time and location drilled. ' Soil Pacific Inc. Geotechnical and Environmental Services "(' Proiect Name: 3904 River Avenue, Newport Beach, California Project Number: A-6840-19 Report Date: I Figure: PA2019-102 APPENDIXB :Laboratory PA2019-102 AF='F='ENDIX SHEAR TEST DIAGRAM J.O. A-6840-19 DATE 2/21/19 3 8-3 2 fee sand COHESION 1= 210 PSF PHI= 32 bEGREES 2.5 2 LL (f) ~ I 1-- (.') z w (I 1. 5 1-- (f) (.') z H (I <( w I (f) 1 . 5 / 1/ / V / V ,V ✓ ·--· .. 1/ 0 0 .5 1. 0 1. 5 2.0 2.5 3.0 NORMAL PRESSURE KSF PLATE PA2019-102 APPENDIX BEARING VALUE ANALYSIS J.O. A-6840-19 DATE 2/21/19 COHESION 220 PSF GAMA= 120 PCF PHI 32 DEGREES Ne= 35.5 DEPTH OF FOOTING= 2 FEET BREADTH OF FOOTING= 1.5 FEET· FOOTING TYPE= CONTINUOUS BEARING CAPACITY FACTORS Nq = 23.2 FOOTING COEFFICIENTS K1 = 1 K2 = .5 REFERENCE TERZAGHI & PECK; 1967; 'SOIL MECHANICS IN ENGINEERING PRACTICE', PAGES 217 TO 225. FORMULA Ng= 25.3 ULIMATE BEARING = (K1 * Ne * CJ + (K2 * GA * Ng * Bl + (Nq * GA * OJ 1564B.3 ALLOWABLE_ BEARING = ULTIMA.IE.._fil:ARING = 52.1§.1 3 THE ALLOWABLE BEARING VALUE SHOULD NOT EXCEED 5216.1 PSF. DESIGN SHOULD CONSIDER EXPANSION INDEX. PLATE PA2019-102 APPEND ::r: X BEARING VALUE ANALYSIS J.O. A-6840-19 DATE 2/21/19 COHESION 220 PSF GAMA= 120 PCF PHI 31 DEGREES Ne = 32. 7 DEPTH OF FOOTING= 2 FEET BREADTH OF FOOTING= 2 FEET EDOIING IYPF -SOI !ABE BEARING CAPACITY FACTORS Nq = 20.6 FOOTING COEFFICIENTS K1 = 1. 2 K2 = .4 REFERENCE: TERZAGHI I> PECK: 1967; 'SOIL MECHANICS IN ENGINEERING PRACTICE'. PAGES 217 TO 225. FORMULA Ng = 2J. 6 ULIMATE BEARING = (K1 * Ne * CJ + (K2 * GA * Ng * BJ + (Nq * GA * DJ 15652. 7 ALLOWABLE BEARIN!2 = ULTIJ1AIE..JlEARING = ~.6 3 THE ALLOWABLE BEARING VALUE SHOULD NOT EXCEED 5217.6 PSF. DESIGN SHOULD CONSIDER EXPANSION INDEX. PLATE PA2019-102 APPENDIX TEMPORARY BACKCUT STABILITY J.O. A-6840-19 DATE 2/21/19 COHESION 220 PSF GAMA= 120 PCF CUT HEIGHT= 3 FEET SOIL TYPE= Sand PHI 32 DEGREES BACKFILL ASSUMED TO BE LEVEL PORE PRESSURE NOT CONSIDERED FORMULA SAFETY FACTOR= 0C * L) + (GA* AREA* COS (Z) * TAN(PHI)) = 3.23 GA * AREA * SIN (Z) Z = 45 + (PHI/2) SINCE THE SAFETY FACTOR OF 3.23 IS GREATER THAN THE REQUIRED 1.25, THE TEMPORARY EXCAVATION IS CONSIDERED TO BE STABLE. THIS IS WITH A LEVEL AREA EQUAL TO THE LENGTH OF THE VERTICAL CUT ABOVE THE CUT. PLATE PA2019-102 CONSOLIDATION PRESSURE CURVE J.O. A-68"10-19 DATE 2/21/19 0 ~ '.:L r\ '-V 7:L ✓r\ 2 '\ ~ ~ (r'> r---_ ,D Lj z 0 6 H f- <( 0 H _J 0 (J) 8 z 0 u f-z w u rr 10 w Q_ 12 ,• -. ~ ' .. 1 Lj B-1 at 3.5 Sand 16 0 250 500 1000 2000 LJOOO 8000 16000 32000 NORMAL PRESSURE PSF PLATE PA2019-102 Earth Pressure Calculations Soil Strength Parameters: <I> := 32 y := 120 Active: Ka:= tan[(4s-:} C~0)T Active earth Presure Pa:= Ka· Y Ka= 0.307 slope angle range, degrees Pa= 36.871 LEVEL BACKFILL BEHIND WALL Pa18 :=Pa• 1.08 5:1 Pa18 :=Pa• 1.22 3:1 Pa39 := Pa • 1.48 2:1 Passive Pasive Earth Presure Pp:= Kp • y Atrest Kat := 1 -sin(<!> • ~) 180 Pat:= Kat• y BACKFILL BEHIND WALL BACKFILL BEHIND WALL BACKFILL BEHIND WALL Kp = 3.255 Kat= 0.47 Pa= 36.871 Pa18 = 39.821 Pa 18 = 44.983 Pa39 = 54.569 Pp= 390.551 Pat= 56.41 PA2019-102 PA2019-102 '---'---1......-L-- Untitled Map Write a description for your map. ~ ~ § ~ > ~ B- B- Soil Boring Location ~~1hn~~~!~!~ Se~~~• 675 N. Eckhoff, Suite# A Orange, CA 92868 Project Location: I GEOTECHNICAL PLAN I 3904 River Avenue, FIGURE-A-I-I I PROJECT NO.: A-6840-19 Newport Beach, CA DATE : 02/18/2019 SHEET 1 OF 1 PA2019-102 J ) ASCE. AMERICAN SOCIETY OF CML ENGINEBlS Address: 3904 River Ave Newport Beach, California 92663 https://asce7hazardtool.online/ ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: Ill Soil Class: D -Default (see Section 11.4.3) Page 1 of 3 Elevation: 8.07 ft (NAVD 88) Latitude: 33.618905 Longitude: -117.935368 '-''"" 11,.v t, . L Sun Feb 17 2019 PA2019-102 I l l j ASCE. AMERICAN SOCIElY OF CML ENGINEERS Seismic Site Soil Class: D -Default (see Section 11 .4.3) Results: 1.387 0.495 1.2 Fv: N/A SMs 1.665 So1 TL : PGA: PGAM: FPGA N/A 8 0.607 0.728 1.2 SM1 N/A le : 1.25 Sos 1.11 Cv : 1.377 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Sun Feb 17 2019 Date Source: usGs Seismic Design Maps https://asce 7hazardtool .online/ Page 2 of 3 Sun Feb 17 2019 PA2019-102 J J ASCE. AMERICAN SOCIETY OF CML ENGINEERS The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. 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To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce 7hazardtool .online/ Page 3 of 3 Sun Feb 17 2019 PA2019-102 APPENDIXD General Grading Specifications PA2019-102 1. GENERAL INTENT GENERAL EARTHWORK AND GRADING SPECIFICATIONS These specifications present general procedures and requirements for grading and earthwork as shown on the approved grading plans, including preparation of areas to be filled, placement of fill, installation of subdrains, and excavations. The recommendations contained in the geotechnical report are a part of the earthwork and grading specifications and shall supersede the provisions contained hereinafter in the case of conflict. Evaluations performed by the consultant during the course of grading may result in new recommendations of the geotechnical report. 2.EARTHWORK OBSERVATION AND TESTING Prior to the commencement of grading, a qualified geotechnical consultant (soils engineer and engineering geologist, and their representatives) shall be employed for the purpose of observing earthwork and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It will be necessary that the consultant provide adequate testing and observation so that he may determine that the work was accomplished as specified. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes so that he may schedule his personnel accordingly. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes or agency ordinances, these specifications and the approved grading plans. If in the opinion of the consultant, unsatisfactory conditions, such as questionable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the consultant will be empowered to reject the work and recommend that construction be topped until the conditions are rectified. Maximum dry density tests used to determine the degree of compaction will be performed in accordance with the American Society of Testing and Materials tests method ASTM D 1557-00. PA2019-102 3.0 PREPARATION OF AREAS TO BE FILLED 3 .I Clearing and Grubbing: All brush, vegetation and debris shall be removed or piled and otherwise disposed of. - 3.2 Processing: The existing ground which is determined to be satisfactory for support of fill shall be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until the soils are broken down and free oflarge clay lumps or clods and until the working surface is reasonably uniform and free of uneven features which would inhibit uniform compaction. 3 .3 Overexcavation: Soft, dry, spongy, highly fractured or otherwise unsuitable ground, extending to such a depth that the surface processing cannot adequately improve the condition, shall be overexcavated down to firm ground, approved by the consultant. 3 .4 Moisture Conditioning: Overexcavated and processed soils shall be watered, dried-back, blended, and/or mixed, as required to attain a uniform moisture content near optimum. 3 .5 Recompaction: Overexcavated and processed soils which have been properly mixed and moisture-conditioned shall be recompacted to a minimum relative compaction of 90 percent. 3 .6 Benching: Where fills are to be placed on ground with slopes steeper than 5: 1 (horizontal to vertical units), the ground shall be stepped or benched. The lowest bench shall be a minimum of 15 feet wide, shall be at least 2 feet deep, shall expose firm material, and shall be approved by the consultant. Other benches shall be excavated in firm material for a minimum width of 4 feet. Ground sloping flatter than 5 : 1 shall be benched or otherwise overexcavated when considered necessary by the consultant. 3.7 Approval: All areas to receive fill, including processed areas, removal areas and toe-of-fill benches shall be approved by the consultant prior to fill placement. 4.0 FILL MATERIAL 4.1 General: Material to be placed as fill shall be free of organic matter and other deleterious substances, and shall be approved by the consultant. Soils of poor gradation, expansion, or strength characteristics shall be placed in areas designated by consultant or shall be mixed with other soils to serve as satisfactory fill material. 4.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fills, unless the location, materials, and disposal methods are specifically approved by the consultant. Oversize disposal operations shall be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 feet vertically of finish grade or within the range of future utilities or underground construction, unless specifically approved by the consultant. 4.3 Import: If importing of fill material is required for grading, the import material shall meet the requirements of Section 4. 1. PA2019-102 5.0 FILL PLACEMENT AND COMPACTION 5.1 Fill Lifts: Approved fill material shall be placed in areas prepared to receive fill in near-horizontal layers not exceeding 6 inches in compacted thickness. The consultant may approve thicker lifts if testing indicates the grading procedures are such that adequate compaction is being achieved with lifts of greater thickness. Each layer shall be spread evenly and shall be thoroughly mixed during spreading to attain uniformity of material and moisture in each layer. 5.2 Fill Moisture: Fill layers at a moisture content less than optimum shall be watered and mixed, and wet fill layers shall be aerated by scarification or shall be blended with drier material. Moisture-conditioning and mixing of fill layers shall continue until the fill material is at a uniform moisture content or near optimum. 5.3 Compaction of Fill: After each layer has been evenly spread, moisture conditioned, and mixed, it shall be uniformly compacted to not less than 90 percent of maximum dry density. Compaction equipment shall be adequately sized and shall be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree of compaction. 5.4 Fill Slopes: Compaction of slopes shall be accomplished, in addition to normal compacting procedures, by backfilling of slopes with sheepsfoot rollers at frequent increments of 2 to 3 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the slope out to the slope face shall be at least 90 percent. 5 .5 Compaction Testing: Field tests to check the fill moisture and degree of compaction will be performed by the consultant. The location and frequency of tests shall be at the consultant's discretion. In general, the tests will be taken at an interval not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of embankment. 6.0 SUBDRAIN INSTALLATION Subdrain systems, if required, shall be installed in approved ground to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials shall not be changed or modified without the approval of the consultant. The consultant, however, may recommend and upon approval, direct changes in subdrain line, grade or material. All subdrains should be surveyed for line and grade after installation, and sufficient time shall be allowed for the surveys, prior to commencement of filling over the subdrains. 7.0 EXCAVATION Excavation and cut slopes will be examined during grading. If directed by the consultant, further excavation or overexcavation and refilling of cut areas shall be performed, and/or remedial grading of cut slopes shall be performed. Where fill-over-cut slopes are to be graded, unless otherwise approved, the cut portion of the slope shall made and approved by the consultant prior to placement of materials for construction of the fill portion of the slope. PA2019-102 8.0 TRENCH BACKFILLS 8.1 Sup~1:7ision: Trench excavations for the utility pipes shall be backfilled under engineering superv1s10n. 8.2 Pipe Zone: After the utility pipe has been laid, the space under and around the pipe shall be backfilled with clean sand or approved granular soil to a depth of at least one foot over the top of the pipe. The sand backfill shall be uniformly jetted into place before the controlled backfill is placed over the sand. 8.3 Fill Placement:'The onsite materials, or other soils approved by the engineer, shall be watered and mixed as necessary prior to placement in lifts over the sand backfill. 8.4 Compaction: The controlled backfill shall be compacted to at least 90 percent of the maximum laboratory density as determined by the ASTM compaction method described above. 8.5 Observation and 'Testing: Field density tests and inspection of the backfill procedures shall be made by the soil engineer during backfilling to see that the proper moisture content and uniform compaction is being maintained. The contractor shall provide test holes and exploratory pits as required by the soil engineer to enable sampling and testing. PA2019-102