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Mission Trail Geotechnical Report 1-11-22
GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL DEVELOPMENT MISSION TRAIL APN 370-050-019, 020 & 032 TAKE ELSINORE, CALIFORNIA -Prepared By- Sladden Engineering 450 Egan Avenue Beaumont, California 92223 (951) 845-7743 Sladden Engineering www.SladdenEngineering.com Sladden Engineering 45090 Golf Center Parkway, Suite F, Indio, California 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 January 21, 2022 Project No. 644-21073 22-01-011 Lake Elsinore Mission Trail, LLC 1020 2nd Street Encinitas, California Subject: Geotechnical Investigation Project: Proposed Residential Development Mission Trail APN 370-050-019, 020 & 032 Lake Elsinore, California Sladden Engineering is pleased to present the results of the geotechnical investigation performed for the residential development proposed for the vacant site (APN 370-050-019, 020 & 032) located on the west side of Mission Trail between Lemon Street and Victorian Lane in the City of Lake Elsinore, California. Our services were completed in accordance with our proposal for geotechnical engineering services dated October 14, 2021 and your authorization to proceed with the work. The purpose of our investigation was to explore the subsurface conditions at the site to provide recommendations for foundation design and for the design of the various site improvements. Evaluation of environmental issues and hazardous wastes was not included within the scope of services provided. The opinions, recommendations and design criteria presented in this report are based on our field exploration program, laboratory testing and engineering analyses. Based on the results of our investigation, it is our professional opinion that the proposed project should be feasible from a geotechnical perspective provided that the recommendations presented in this report are implemented in design and carried out through construction. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING �.� OC Jarnes Vk. Minor III a JAMES W. Senior Geologist MINOR III No. 9735 SER/mc OF C Copies: 4/Addressee Sladden Engineering www. SladdenEngineering. coin GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL DEVELOPMENT MISSION TRAIL APN 370-050-019, 020& 032 LAKE ELSINORE, CALIFORNIA TABLE OF CONTENTS INTRODUCTION.................................................................................................................................... 1 PROJECTDESCRIPTION............................................................................................1 SCOPE OF SERVICES........................................................... .................................................................2 SITECONDITIONS.................................................................................................................................2 3 GEOLOGIC SETTING........................................................ ...................................................... SUBSURFACE CONDITIONS.......................................................... ............................................. 3 SEISMICITYAND FAULTING.............................................................................................................4 SITE-SPECIFIC GROUND MOTION PARAMETERS ............ • • • • • 5 .......................................................... GEOLOGIC HAZARDS"""""" CONCLUSIONS......................................................................................................................................7 8 EARTHWORKAND GRADING.......................................................................................................... Stripping............. ...................................................................... 8 8 Preparation of New Building Areas..............................'•""-""""" Compaction.......................................................................................................................................8 Shrinkageand Subsidence..............................................................................................................9 CONVENTIONAL SHALLOW SPREAD FOOTINGS......................................................................90 SLABS-ON-GRADE................................................................................................................................10 RETAININGWALLS.............................................................................................................................. CORROSIONSERIES..............................................................................................................................11 UTILITYTRENCH BACKFILL..............................................................................................................11 EXTERIOR CONCRETE FLATWORK ........11 DRAINAGE..............................................................................................................................................11 LIMITATIONS.........................................12 ..................................................................... ADDITIONALSERVICES ...........................................................................................12 REFERENCES..........................................................................................................................................13 FIGURES - Site Location Map Regional Geologic Map Borehole Location Plan State Fault Zone Riverside County Fault Zone APPENDIX A - Field Exploration APPENDIX B- Laboratory Testing APPENDIX C- Seismic Design Map and Report Site -Specific Seismic Design Parameter APPENDIX D- Liquefaction Analysies Sladden Engineering www.SladdenEngineering.com January 21, 2022 1 Project No. 644-21073 22-01-011 INTRODUCTION This report presents the results of the geotechnical investigation performed for the new residential development proposed for the vacant site (APN 370-050-019, 020 & 032) located on the west side of Mission Trail between Lemon Street and Victorian Lane in the City of Lake Elsinore, California The subject site is located at approximately 33.6357 degrees north latitude and 117.2918 degrees west longitude. The approximate location of the site is indicated on the Site Location Map (Figure 1). Our investigation was conducted in order to evaluate the engineering properties of the subsurface materials, to evaluate their in-situ characteristics, and to provide engineering recommendations and design criteria for site preparation, foundation design and the design of various site improvements. This study also includes a review of published and unpublished geotechnical and geological literature regarding. seismicity at and near the subject site. PROJECT DESCRIPTION Based on the provided site plan (CCP, 2021), it is our understanding that the proposed project will consist of constructing 192 residential structures with floor plans ranging from 1,500 to 2,000 square feet (W) on the currently undeveloped site. Open spaces, paved roadways, concrete flatwork and various other associated site improvements are also anticipated for the project. For our analyses, we expect that the proposed structures will consist of relatively light weight wood -frame structures supported on conventional shallow spread footings and concrete slabs -on -grade. Sladden expects that grading will be limited to minor cuts and fills in order to accomplish the desired elevations and to provide adequate gradients for site drainage. This does not include the removal and re - compaction of the loose surface soil and primary foundation bearing soil within the proposed building pad areas. Upon completion of precise grading plans, Sladden should be retained in order to verify that the recommendations presented within in this report are properly incorporated into the design of the proposed project. Structural foundation loads were not available at the time of this report. Based on our experience with relatively lightweight structures, we expect that isolated column loads will be less than 20 kips and continuous wall loads will be less than 2.0 kips per linear foot. If these assumed loads vary significantly from the actual loads, we should be consulted to verify the applicability of the recommendations provided. Sladden Engineering www.SladdenEngineeriitg.com. January 21, 2022 2 Project No. 644-21073 22-01-011 SCOPE OF SERVICES The purpose of our investigation was to determine specific engineering characteristics of the surface and near surface soil in order to develop foundation design criteria and recommendations for site preparation. Exploration of the site was achieved by advancing six (6) exploratory boreholes to depths ranging from approximately 11 and 51 feet below the existing ground surface (bgs). Specifically, our site characterization consisted of the following tasks: ® Site reconnaissance to assess the existing surface conditions on and adjacent to the site. ® Advancing six (6) exploratory boreholes to depths ranging from approximately 11 and 51 feet bgs in order to characterize the subsurface soil conditions. Representative samples of the soil were classified in the field and retained for laboratory testing and engineering analyses. ® Performing laboratory testing on selected samples to evaluate their engineering characteristics. ® Reviewing geologic literature and discussing geologic hazards. ® Performing site-specific ground motion analyses for the subject property. ® Performing engineering analyses to develop recommendations for foundation design and site preparation. ® The preparation of this report summarizing our work at the site. SITE CONDITIONS The project site is located on the west side of Mission Trail between Lemon Street and Victorian Lane in the City of Lake Elsinore, California. The site consists of three parcels that are formally identified by the County of Riverside as APN 370-050-019, 020 & 032. The parcels occupy a combined area of approximately 18.07 acres of undeveloped land and are covered in low _ growth grass and scattered weeds. The project site is bounded by Mission Trail to the east, Lemon Street to the south (if projected), Victorian Lane to the north (if projected), an undeveloped parcel (APN 370-050-033) to the immediate south and Lake Elsinore Motorsports Park to the immediate west. Based on our review of the Lake Elsinore 7.5 -Minute Quadrangle Map (USGS, 2012) and Google Earth (2022), the site is situated at an approximate elevation of 1,270 feet above mean sea level (MSL). No natural ponding of water or surface seeps were observed at or near the site during our field investigation conducted on December 17, 2021. Although, Lake Elsinore reservoir is located to the immediate west of the subject property. Site drainage appears to be controlled via sheet flow and surface infiltration. Sladden Engineering www.SladdenEngineering.com January 21, 2022 3 Project No. 644-21073 22-01-011 GEOLOGIC SETTING The project site is located in the Peninsular Ranges Physiographic Province of California. The Peninsular Ranges are mountainous areas that extend from the western edge of the continental borderland to the Salton Trough and from the Transverse Ranges Physiographic Province in the north to the tip of Baja California in the south. The Peninsular Ranges Physiographic Province is characterized by northwest - trending topographic and structural features. The province is characterized by elongated, northwest - southeast trending mountain ranges and valleys and is truncated at its northern margin by the east -west grain of the Transverse Ranges. Mountainous areas of the Peninsular Ranges Physiographic Province generally consist of Igneous, metasedimentary and metavolcanic rocks. However, plutonic rocks of the Southern California Batholith are the dominant basement rock exposed (Jahns, 1954). The site has been mapped by Morton & Weber (2003) to be underlain by young alluvial deposits (Qyv) consisting of unconsolidated sand, silt and clay -bearing alluvium. The geologic setting for the site and site vicinity is illustrated on the Regional Geologic Map, Figure 2. SUBSURFACE CONDITIONS The subsurface conditions at the site were investigated by six (6) exploratory boreholes to depths ranging from approximately 11 and 51 feet bgs. The approximate locations of the boreholes are illustrated on the Borehole Location Plan (Figure 3). The boreholes were advanced using a truck -mounted Mobile B-61 drill -rig equipped with 8 -inch outside diameter hollow stem augers. A representative of Sladden was on- site to log the materials encountered and retrieve samples for laboratory testing and engineering analysis. During our field investigation, a thin mantle of artificial fill/disturbed soil was encountered to a depth of approximately three (3) feet below the existing ground surface. Underlying the fill soil and extending to the maximum depths explored, native alluvium was encountered. In general, native alluvial materials consisted grayish brown to yellowish brown, slightly moist to wet, silty sand (SM);, clayey sand (SC), sandy clay (CL), sandy silt (ML) and sand (SW). The final logs represent our interpretation of the contents of the field logs, and the results of the laboratory observations and tests of the field samples. The final logs are included in Appendix A of this report. The stratification lines represent the approximate boundaries between soil types although the transitions may be gradual and variable across the site. Although the California Department of Water Resources (2022) has recorded historic high groundwater levels in excess of 100 feet in the site vicinity, groundwater was encountered during our field investigation at depths of 38 feet and 47 feet for BH -1 and BH -2, respectively. The following table provides a summary of the recorded groundwater depths in the project vicinity. TABLE 1 GROUNDWATER DEPTHS STATE WELL (SITE CODE) LAT/LONG DISTANCE (KM) DATE. DEPTH (FT) (336350N1173016W002) 33.6367/-117.2929 0.10 12/01/2011 391 (336327N1172947W002) 33.6328/-117.2948 0.40 12/01/2011 .392 06SO4W22M008S 33.6314/-117.2919 0.45 01/31/2012 258.71 06SO4W22D002S 33.6415/-11 7.292 0.65 11/18/2021 103 Sladden Engineering www.SladdenEngineering.com January 21, 2022 4 Project No. 644-21073 22-01-011 SEISMICITY AND FAULTING The southwestern United States is a tectonically active and structurally complex region, dominated by northwest trending dextral faults. The faults of the region are often part of complex fault systems, composed of numerous subparallel faults which splay or step from main fault traces. Strong seismic shaking could be produced by any of these faults during the design life of the proposed project. We consider the most significant geologic hazard to the project to be the potential for moderate to strong seismic shaking that is likely to occur during the design life of the project. The proposed project is located in the highly seismic Southern California region within the influence of several fault systems that are considered to be active or potentially active. An active fault is defined by the State of California as a "sufficiently active and well defined fault" that has exhibited surface displacement within the Holocene epoch (about the last 11,000 years). A potentially active fault is defined by the State as a fault with a history of movement within Pleistocene time (between 11,000 and 1.6 million years ago). The subject site is not located within a State of California Delineated fault zone (Figure 4). However, the County of Riverside recognizes the Elsinore Fault (Glen Ivy Section) transecting the northern portion of the site (APN 370-050-020) (Figure 5). Table 2 lists the closest known potentially active faults that was generated in part using the EQFAULT computer program (Blake, 2000), as modified using the fault parameters from The Revised 2002 California Probabilistic Seismic Hazard Maps (Cao et al, 2003), Southern Earthquake Data Center (SCEDC, 2022), Riverside County (RCMMC, 2022), and the Quaternary Fault and Fold Database of the United States (USGS, 2022). This table does not identify the probability of reactivation or the on-site effects from earthquakes occurring on any of the other faults in the region. TABLE 2 CLOSEST KNOWN ACTIVE FAULTS 'Riverside County Delineated Fault Zone **BSSC (2014) Sladden Engineering www. S l addenEngineering. com January 21, 2022 5 Project No. 644-21.073 22-01-011 SITE SPECIFIC GROUND MOTION PARAMETERS Sladden has reviewed the 2019 California Building Code (CBC) and ASCE7-16 and developed site specific ground motion parameters for the subject site. The project Seismic Design Maps and site-specific ground motion parameters are summarized in the following table and included within Appendix C. The project Structural Engineer should verify that all design parameters provided are applicable for the subject project. TABLE 3 GROUND MOTION PARAMETERS Latitude / Longitude 33.6357/-117.2918 Risk Category II Site Class D Code Reference Documents ASCE 7-16; Cha ter 11 & 21 Description Type Map Based Site -Specific MCER Ground Motion (0.2 second period) Ss 1.753 --- MCER Ground Motion (1.0 secondperiod) Si 0.644 --- Site-Modified Spectral Acceleration Value SMs 1.753 2.074 Site -Modified Spectral Acceleration Value SMS null 1.629 Numeric Seismic Design Value at 0.2 second SA SDs 1.169 1.383 Numeric Seismic Design Value at 1.0 second SA SDS null 1.086 Site Amplification Factor at 0.2 second EFaSite Am lification Factor at 1.0 second null 2.5 Site Peak Ground Acceleration PGAM 0.833 0.783 GEOLOGIC HAZARDS The subject site is located in an active seismic zone and will likely experience strong seismic shaking during the design life of the proposed project. In general, the intensity of ground shaking will depend on several factors including; the distance to the earthquake focus, the earthquake magnitude, the response characteristics of the underlying materials, and the quality and type of construction. Geologic hazards and their relationship to the site are discussed below. I. Surface Rupture. Surface rupture is expected to occur along preexisting, known active fault traces. However, surface rupture could potentially splay or step from known active faults or rupture along unidentified traces. Based on our review of Morton and Weber (2003) and the County of Riverside (RCMMC, 2022), the Elsinore Fault - Glen Ivy section is mapped transecting the northern portion of the subject site. The fault is not zoned as an active fault by the State of California (Figure 4) but is recognized by the County of Riverside (Figure 5). Sladden Engineering www.SladdenEngineering.com January 21, 2022 6 Project No. 644-21073 22-01-011 Previous investigations of the Elsinore Fault - Glen Ivy section by Geotec (2005) and Neblett & Associates (2004) on nearby sites have determined that the Elsinore Fault — Glen Ivy section is pre- Holocence in age and therefore, not considered an active fault trace. In addition, no signs of active surface faulting were observed during our review of non -stereo digitized photographs of the site and site vicinity (Google, 2022). Finally, no signs of active surface fault rupture or secondary seismic effects (lateral spreading, lurching etc.) were identified on-site during our field investigation. Therefore, it is our opinion that risks associated with primary surface ground rupture should be considered "low". II. Ground Shaking. The site has been subjected to past ground shaking by faults that traverse the region. Strong seismic shaking from nearby active faults is expected to produce strong seismic shaking during the design life of the proposed project. Based on site-specific ground motion parameters developed for the property (Appendix C), the site modified peak ground acceleration (PGAm) is estimated to be 0.783g. III. Liquefaction. Liquefaction is the process in which loose, saturated granular soil loses strength as a result of cyclic loading. The strength loss is a result of a decrease in granular sand volume and a positive increase in pore pressures. Generally, liquefaction can occur if all of the following conditions apply; liquefaction -susceptible soil, groundwater within a depth of 50 feet or less, and strong seismic shaking. We have performed seismic settlement calculations utilizing an earthquake magnitude of 7.2 and peak ground acceleration of 0.783g. Based on our review of regional groundwater elevations (CMR, 2022) and our exploratory boreholes, historic high groundwater was estimated to be 38 feet bgs. A review of the seismically induced settlement of the top 50 feet of the soil profile revealed a calculated total potential surface settlement of approximately 1.23 inches and 0.11 inches for BH -1 and BH -2, respectively. The potential differential seismic settlement is expected to be less than 1 inch over a horizontal distance of approximately 100 feet. The seismic settlement analyses are presented on the seismic settlement data sheets include within Appendix D of this report. IV. Tsunamis and Seiches. Because the site is immediately adjacent to Lake Elsinore reservoir and the potential for high ground accelerations, risks associated with seiches should be considered "high". V. Slope Failure, Landsliding, Rock Falls. The site is located on relatively flat ground and not immediately adjacent to any slopes or hillsides. Therefore, it is our professional opinion that risks associated with slope instability should be considered "negligible". VI. Expansive Soil. Generally, the near surface soil consists of silty sand (SM) and clayey sand (SC). Based on the results of our laboratory testing (EI = 24), the materials underlying the site are considered to have a "low" expansion potential. The expansion potential of the surface soil should be reevaluated after grading. Sladden Engineering www.SladdenEngineering.com January 21, 2022 7 Project No. 644-21073 22-01-011 VII. Static Settlement. Static settlement resulting from the anticipated foundation loads should be tolerable provided that the recommendations included in this report are considered in foundation design and construction. The ultimate static settlement is expected to be less than 1 inch when using the recommended allowable bearing pressures. As a practical matter, differential static settlement between footings can be assumed as one-half of the total settlement. VIII. Subsidence. Land subsidence can occur in valleys where aquifer systems have been subjected to extensive groundwater pumping, such that groundwater pumping exceeds groundwater recharge. Generally, pore water reduction can result in a rearrangement of skeletal grains and could result in elastic (recoverable) or inelastic (unrecoverable) deformation of an aquifer system. IX. Debris Flows. Debris flows are viscous flows consisting of poorly sorted mixtures of sediment and water and are generally initiated on slopes steeper than approximately six horizontal to one vertical (6H:1V)(Boggs, 2001). Based on the flat nature of the site and the composition of the surface soil, we judge that risks associated with debris flows should be considered remote. X. Flooding and Erosion. No signs of flooding or erosion were observed during our field investigation. However, based upon the location of the site adjacent to Lake Elsinore, risks associated with flooding and erosion should be considered in design and evaluated and mitigated by the project design Civil Engineer. CONCLUSIONS Based on the results of our investigation, it is our professional opinion that the project should be feasible from a geotechnical perspective provided that the recommendations included in this report are incorporated into design and carried out through construction. The main geotechnical concerns are the presence of artificial fill soil and the loose and potentially compressible condition of the near surface native soil. We recommend remedial grading work within the proposed new building area including over - excavation and re -compaction of the artificial fill soil and the primary foundation bearing soil. Specific recommendations for foundation area preparation are presented in the Earthwork and Grading section of this report. Caving did occur to varying degrees within each of our exploratory bores and the surface soil may be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. Based on our observations of the materials encountered, we anticipate that the subsoil will conform to that described by CalOSHA as Type C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. The following recommendations present more detailed design criteria that have been developed based on our field and laboratory investigation. Sladden Engineering www.SladdenEngineering.com January 21, 2022 8 Project No. 644-21073 22-01-011 EARTHWORK AND GRADING All earthwork including excavation, backfill and preparation of the primary foundation and/or slab bearing soil should be performed in accordance with the geotechnical recommendations presented in this report and portions of the local regulatory requirements, as applicable. All earthwork should be performed under the observation and testing of a qualified geotechnical consultant. The following geotechnical engineering recommendations for the proposed project are based on observations from the field investigation program, laboratory testing and geotechnical engineering analyses. a. Stripping. Areas to be graded should be cleared of any existing vegetation, utilities, associated root systems, and debris. All areas scheduled to receive fill should be cleared of old fills and any irreducible matter. The strippings should be removed off site, or stockpiled for later use in landscape areas. Voids left by obstructions should be properly backfilled in accordance with the compaction recommendations of this report. b. Preparation of New Building Areas: In order to achieve firm and uniform foundation bearing conditions, we recommend over -excavation and re -compaction throughout the proposed new building areas. All low density near surface soil should be removed to a depth of at least 4 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. Remedial grading should extend laterally, a minimum of five feet beyond the building perimeters. The exposed surface should then be scarified, moisture conditioned to near optimum moisture content and compacted to at least 90 percent relative compaction. The previously removed soil may then be replaced as engineered fill as recommended below. Remedial grading should not be necessary where drilled pier foundations are utilized. C. Compaction: Soil to be used as engineered fill should be free of organic material, debris, and other deleterious substances, and should not contain irreducible matter greater than three inches in maximum dimension. All fill materials should be placed in thin lifts, not exceeding six inches in a loose condition. If import fill is required, the material should be of a low to non -expansive nature and should meet the following criteria: Plastic Index Less than 12 Liquid Limit Less than 35 Percent Soil Passing #200 Sieve Between 15% and 35% Maximum Aggregate Size 3 inches The subgrade and all fill soil should be compacted with acceptable compaction equipment, to at least 90 percent relative compaction. The bottom of the exposed subgrade should be observed by a representative of Sladden Engineering prior to fill placement. Compaction testing should be performed on all lifts in order to ensure proper placement of the fill materials. Table 3 provides a summary of the excavation and compaction recommendations. Sladden Engineering www. Sl addenEngineering. com January 21, 2022 9 Project No. 644-21073 22-01-011 TABLE 4 SUMMARY OF RECOMMENDATIONS Remedial Grading Native / Import Engineered Fill Asphalt Concrete Sections Over -excavation and re -compaction within the building envelopes and extending laterally 5 feet beyond the building limits and to a minimum depth of 3 feet below existing grade or 2 feet below the bottom of the footings, whichever is deeper. Place in thin lifts not exceeding 6 inches in a loose condition, at near optimum moisture content and compact to a minimum of 90 percent relative compaction. Compact the top 12 inches to at least 95 percent compaction at near optimum moisture content. 'Actual depth may vary and should be determined by a representative of Sladden Engineering in the field during construction. d. Shrinkage and Subsidence: Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage should be between 10 and 15 percent. Subsidence of the surfaces that are scarified and compacted should be between 1 tenth and 2 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. CONVENTIONAL SHALLOW SPREAD FOOTINGS Conventional spread footings are expected to provide adequate support for the proposed residential structures. All footings should be founded upon properly compacted engineered fill soil and should have a minimum embedment depth of 12 inches measured from the lowest adjacent finished grade. Continuous and isolated footings should have minimum widths of 12 inches and 24 inches, respectively. Continuous and isolated footings supported upon properly compacted engineered fill soil may be designed using allowable (net) bearing pressures of 1800 and 2000 pounds per square foot (psf), respectively. Allowable increases of 200 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth may be used if desired. The maximum allowable bearing pressure should be 3000 psf. The allowable bearing pressures apply to combined dead and sustained live loads. The allowable bearing pressures may be increased by one-third when considering transient live loads, including seismic and wind forces. Based on the recommended allowable bearing pressures, the total static settlement of the shallow spread footings is anticipated to be less than one -inch provided foundation area preparation conforms to the recommendations included in this report. Static differential settlement is anticipated to be approximately one-half of the total static settlement for similarly loaded footings spaced up to approximately 40 feet apart. Sladden Engineering www.SladdenEngineering.com January 21, 2022 10 Project No. 644-21073 22-01-011 Lateral load resistance for the shallow spread footings will be developed by passive pressure against the sides of the footings below grade and by friction acting at the base of the footings. An allowable passive pressure of 250 psf per foot of depth may be used for design purposes. An allowable coefficient of friction 0.40 may be used for dead and sustained live loads to compute the frictional resistance of the footing placed directly on compacted fill. Under seismic and wind loading conditions, the passive pressure and frictional resistance may be increased by one-third. All footing excavations should be observed by a representative of the project geotechnical consultant to verify adequate embedment depths prior to placement of forms, steel reinforcement or concrete. The excavations should be trimmed neat, level and square. All loose, disturbed, sloughed or moisture - softened soils and/or any construction debris should be removed prior to concrete placement. Excavated soil generated from footing and/or utility trenches should not be stockpiled within the building envelope or in areas of exterior concrete flatwork. All footings should be reinforced in accordance with the project Structural Engineer's recommendations. SLABS -ON -GRADE In order to provide uniform and adequate support, concrete slabs -on -grade must be placed on properly compacted engineered fill soil as outlined in the previous sections of this report. The slab subgrade should remain near optimum moisture content and should not be permitted to dry prior to concrete placement. Slab subgrade should be firm and unyielding. Disturbed soil should be removed and replaced with engineered fill soil compacted to a minimum of 90 percent relative compaction. Slab thickness and reinforcement should be determined by the Structural Engineer. We recommend a minimum slab thickness of 4.0 inches and minimum reinforcement of #3 bars at 18 inches on center in both directions. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height. Final floor slab design and reinforcement should be determined by the Structural Engineer. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl -chloride membrane -such as 10 -mil -visqueen,--or equivalent.- Alllaps_ within_ the membrane_ -__ - should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be achieved by grading, consideration should be given to placing a 1 -inch thick leveling course of sand across the pad surface prior to placement of the membrane. RETAINING WALLS Minor retaining walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf for level native backfill soil acting in a triangular pressure distribution with drained backfill conditions. "At Rest" pressures should be utilized for restrained walls. At rest pressures may be estimated using an equivalent fluid weight of 55 pcf for native backfill soil with level drained backfill conditions. Sladden Engineering www.SladdenEngineeling.com January 21, 2022 11 Project No. 644-21073 22-01-011 CORROSION SERIES The soluble sulfate concentrations of the surface soil were determined to be 260 parts per million (ppm) (S1 Condition). The soil is considered to have a "negligible" corrosion potential with respect to concrete. The use of Type V cement and special sulfate resistant concrete mixes should not be necessary. The soluble sulfate content of the surface soil should be reevaluated after grading and appropriate concrete mix designs should be established based upon post -grading test results. The pH levels of the surface soil was 9.5. Based on soluble chloride concentration testing (350 ppm) the soil is considered to have a moderate corrosion potential with respect to normal grade steel. The minimum resistivity of the surface soil was found to be 460 ohm -cm, which suggests the site soil is considered to have a "very severe" corrosion potential with respect to ferrous metal installations. UTILITY TRENCH BACKFILL All utility trench backfill should be compacted to a minimum of 90 percent relative compaction. Trench backfill materials should be placed in lifts no greater than six inches in a loose condition, moisture conditioned (or air-dried) as necessary to achieve near optimum moisture content, and mechanically compacted to a minimum of 90 percent relative compaction. A representative of the project soil engineer should test the backfill to verify adequate compaction. EXTERIOR CONCRETE FLATWORK In order to provide uniform support and minimize settlement related cracking of concrete flatwork, the subgrade soil within concrete flatwork areas should be compacted to a minimum of 90 percent relative compaction. A representative of the project geotechnical consultant should observe and verify the density and moisture content of the soil prior to concrete placement. DRAINAGE All -final grades -should be provided -with positive -gradients- away -from foundations --to - provide rapid_ - removal of surface water runoff to an adequate discharge point. No water should be allowed to be pond on or immediately adjacent to foundation elements. In order to reduce water infiltration into the subgrade soil, surface water should be directed away from building foundations to an adequate discharge point. Subgrade drainage should be evaluated upon completion of the precise grading plans and in the field during grading. Sladden Engineering www.SladdenEngineering.com January 21, 2022 12 Project No. 644-21073 22-01-011 LIMITATIONS The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between the exploratory bore locations and extrapolation of these conditions throughout the proposed building areas. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operation by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operation and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. We recommend that a pre -job conference be held on the site prior to the initiation of site grading. The purpose of this meeting will be to ensure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. ADDITIONAL SERVICES Once completed, final project plans and specifications should be reviewed by use prior to construction to confirm that the full intent of the recommendations presented herein have been applied to design and construction. Following review of plans and specifications, observation should be performed by the Soil Engineer during construction to document that foundation elements are founded on/or extend into the properly compacted soil, and that suitable backfill soil is placed upon competent materials and properly compacted at the recommended moisture content. Tests and observations should be performed during grading by the Soil Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with acceptable ASTM test methods. The minimum -acceptable degree of compaction should be 90 percent for engineered fill soil and 95 percent- for Class -II W - - - aggregate base as obtained by ASTM Test Method D1557. here testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. Sladden Engineering www.SladdenEngineeiing.com January 21, 2022 13 Project No. 644-21073 22-01-011 REFERENCES ASCE7-16, 2016, Minimum Design Loads and Associated Criteria for Buildings and Other Structures. Boggs, S. Jr., 2001, "Principles of Sedimentology and Stratigraphy", Prentice Hall, third edition Building Seismic Safety Council (BSSC), 2014, Earthquake Scenario Event Set; available at: httpps:/Iusgs maps arc is coma s webappviewer/index html?id=14d2f7'oc7c4f4619936dacOdl4el e468 California Building Code (CBC), 2019, California Building Standards Commission. California Department of Conservation (CDOC), 2022, CGS Information Warehouse: Regulatory Maps. California Department of Water Resources (CDWR), 2022, Water Data Library; available at: httl2://Nww.water.ca.gov/waterdatalibrary/index.cfill California Division of Mines and Geology (CDMG),1978, Fault Evaluation Report FER-72, dated September 6,1978. California Division of Mines and Geology (CDMG),1979 Supplement #1 To Fault Evaluation Report FER- 72, dated January 30, 1979. California Division of Mines and Geology (CDMG), 1980, Special Studies Zones, Elsinore Quadrangle, scale 1:24,000. Cao T., Bryant, W.A., Rowshandel B., Branum D., Wills C.J., 2003, "The Revised 2002 California Probabilistic Seismic Hazard Maps". Coastal Commercial Properties (COO), 2021, Site Plan Study. Lake Elsinore — 18 Acres, Lake Elsinore, - California.- - _ - Geotek, Inc (Geotek), 2005, Preliminary Geotechnical Evaluation, Mission Trails Project, Wildomar Area, Riverside County, California; Project No.: 0148-CR3, dated August 4, 2005; Riverside County Geologic Report No. 1516. GoogleEarth.com, 2022, Vertical Aerial Photograph for the Lake Elsinore area, California, Undated, Variable Scale. Jennings, Charles W. (Compiler), 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map No. 6 Morton, D.M, & Weber H.F., 2003, Preliminary Geologic Map of the Lake Elsinore 7.5 'Quadrangle, Riverside County, California; Scale: 1:24000. Sladden Engineefing www.SladdenEngineeiing.com January 21, 2022 14 Project No. 644-21073 22-01-011 REFERENCES (Continued) Neblett & Associates, Inc, 2004, Supplemental Fault Investigation Report, Tentative Tract 31920, Southerly Site, Lake Elsinore, County of Riverside, California; Project No. 420-000-03, dated November 4,2004; Riverside County Geologic Report No. 1429. Riverside County Map My County (RCMMC), 2022, available at: https•//gis1 countyofriverside us/Html5Viewer/index.html?viewer=MMC Public Structural Engineer Association of California (SERC), 2022, Seismic Design Maps; available at: https:/Iseismicmaps.org/" United States Geological Survey (USGS), 2015, Lake Elsinore 7.5 Minute Quadrangle Map, 1:24000. United States Geological Survey (USGS), 2022a, Quaternary Fault and Fold Database; available at: https://geohazards.usgs.gov/hazards/``interactive/ United States Geological Survey (USGS), 2022b, Risk -Targeted Ground Motion Calculator; available at: https://earthq,uake.usgs.gov/desigLimaps/-r--tg United States Geological Survey (USGS), 2022c, Unified Hazard Tool; available at: htti2s://earthquake.usgs.gov/hazards/interactive) Sladden Engineering www.SladdenEngineering.com FIGURES SITE LOCATION MAP REGIONAL GEOLOGIC MAP BOREHOLE LOCATION PLAN STATE FAULT ZONE RIVERSIDE COUNTY FAULT ZONE Sladden Engineering www.SladdenEngineering.com -a in � - #g9l 3- �e �� ya 1R• - x r�'k � ,�, r .sem a - - . - ;IN ORE �s p,: � - ► fix, #�►. - • -` � �;�4 �-�� '-� - �,��-,may, � ��,. - 1 ! i kwrl� r 1 MMIs r} rte. ..._ - -- � - s M ' 1 } F I 4 ? f - MSITE . _ I E USGS 2015 SITE LOCATION MAP FIGURE Project Number: 644-21073 1 Report Number: 22-01-011 Sladden Engineering Date: January 21, 2022 +•-s ~ ...�-+- .� 5 .17.E ' i'�'-s t +, "y �._ _.:�_ r' :. ,[yI, k" t f i Qyv Young alluvial -valley deposits (Holocene and tate Pleistocene)—FItivial deposits along valle- floors. Consist-,,,-, of tinc:onsolidated stand, silt, anti clay -bearing :.tll UVI Lull 34 �,. :fir'' i �" �' � � �,,+_��z� '�1�i ;y - •'�, •, i _ �. s.�;. +-�,- r� t< _,- _3 --•ice f 1 - � i .L•`_' R f i 1 �.i T � i-y,�/�(�. +y ~ tR� . !• L J rf 1. '� - . • - _ --- -_ -" � - � _.. � t �.a�_Ll�s�� t.t •� � �,f � - t F _ .ade��' ; - - t�N T`'Y _ `1fR - - _ �G:- - �,� �' � S '� r—••'•=a;.,y,; iS _ �4ti ofv�. �'� .._ y -'�.. 1 'fir � �+`j'! ! _ -�. i_ _ �Y i •,_ t _.L i r j �t`�=•,'I"_...F y i + - i�� f t • I 51 �.T � 1.:., •`. -'- � .`ti �. t '. y� ' 4- - 5, _ K:yj�{i. Vii' f f'Cln., ^�- +'!,�si at Ne cl {Z � ':'tea ,1 >{ � � M -c jl � •� . REGIONAL GEOLOGIC MAP Project Number: 644-21073 Report Number: 22-01-011 Sladden Engineering Date: January 21, 2022 FIGURE 2 --_ ---------TT i-1(-1 f -'l r-1 i EXPLORATION LOCATION PLAN CSE Project Number: 644-21073 Report Number: 22-01-011 Sladden Engineering Date: January 21, 2022 LLI 00 » 0 --- f r.. Z ui Cn- A ,. LLI Lu- tu i= FIGURE 3 MAP EXPLANATION Patentially Active Faults 19CJ y O",G'deFad IQ hav been --�`�- ,afters �,-urateiy ' cuE dr lQrig chair where IQC;aIe�F sh rt Cash, .;aIel by a�:-mac of eartl-qka�e.- a.stoc fated event Oir C 101' caused Icy we Q( pti *a� le �70 R_ rt-!,�ria4 photo lineam,?,jt-rj (p.01 e�i3 Ch jtk4�basad an q and Wn' P' N�At re.S b sf lovik! to --a the results of Qualwnary fa '=?iso SPBOW Studies OBoundaries &Li filli.La.tc}d as r.,namfiz cre sem: -ir- .Q#mf:�,�---- w - 0 u.. IF— " I C #05 .g U. r b 0 i W Edd I RCMMC (202 RIVERSIDE COUNTY FAULT ZONE Project Number: 644-21073 Report Number: 22-01-011 Sladden Engineering Date: January 21, 2022 ,L, at r� O 4A ?3 711 � 2 g 4+ : n Edi lo�� n. Q G in 0 uk GI a q, ZI ,n �L c ,d' ar us `.. u, r- _.:. 4l u, p C `j E 7. C O t,J ' ' •u u ciu G] ,n rul 1 11Yp. C c at In 00 CJ lvo "GG�33.j11'F, a j Ci m w M W c: C7 01 M Q. LL LC.1 C.7 AL1 C4 L0 j f -i FIGURE 10 z w 4 C: r z �Y o 1-4 1- r �c .1 Q O Ca id 1.- r 7 4l tl? 06 111 ILcli W !C 2 ti 11J 3 11' W IN' _ 'r �+ O W ti t co !. �y U. _ w - 0 u.. IF— " I C #05 .g U. r b 0 i W Edd I RCMMC (202 RIVERSIDE COUNTY FAULT ZONE Project Number: 644-21073 Report Number: 22-01-011 Sladden Engineering Date: January 21, 2022 ,L, at r� O 4A ?3 711 � 2 g 4+ : n Edi lo�� n. Q G in 0 uk GI a q, ZI ,n �L c ,d' ar us `.. u, r- _.:. 4l u, p C `j E 7. C O t,J ' ' •u u ciu G] ,n rul 1 11Yp. C c at In 00 CJ lvo "GG�33.j11'F, a j Ci m w M W c: C7 01 M Q. LL LC.1 C.7 AL1 C4 L0 j f -i FIGURE APPENDIX A FIELD EXPLORATION Sladden Engineering www.SladdenEngineering.coni APPENDIX A FIELD EXPLORATION For our field investigation six (6) exploratory boreholes were excavated on December 17, 2021 utilizing a truck mounted hollow stem auger rig (Mobile B-61). Continuous logs of the materials encountered were made by a representative of Sladden Engineering. Materials encountered in the boreholes were classified in accordance with the Unified Soil Classification System which is presented in this appendix. Representative undisturbed samples were obtained within our borings by driving a thin-walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound automatic -trip hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded in 6 -inch increments and blowcounts are indicated on the boring logs. The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing. Sladden Engineering www.SladdenEngineering.com Sladden Engineering BORE LOG Equipment: Mobile B-61 Date Drilled:EE21022 Elevation: 1,270 Ft. MSL Boring No: - v ago o -� 0 C) H N + (U 0 ++ Description o ° Cd U U) 0" o P. v fin, v U')Co x o �-0-0 p� W Silty Sand (SM); dark yellowish brown to light yellowish brown, dry, 30 1 24 26.6 3.4 126.7 2 :` dense, fine- to coarse-grained with gravel (Fill/Disturbed). 13 23 4 12 25 33 31.3 4.2 127.0 6 Clayey Sand (SC); grayish brown, dry, dense, fine- to coarse-grained with gravel (Qyv). 8 12 13.5 4.0 Silty Sand (SM); yellowish brown, dry, medium dense, fine-grained 10 12 (QYv)- 12 14 5 6 8 87.5 29.0 96.0 Sandy Clay (CL); light yellowish brown, moist, stiff, medium plasticity 16 (Qyv). 18 6 9 11 48.3 13.9 20 = Silty Sand (SM); yellowish brown, moist, medium dense, in (QYV)- 24- 7 12 13 66.8 18.2 114.1 Sandy Silt (ML); grayish brown, moist, very stiff, low plasticity (Qyv). 26 28 9 97.3 30.2 30 Clay (CL); grayish brown, moist, stiff, medium to high plasticity (Qyv). 4 7 32 34 9 14 23 74.8 24.1 98.0 Sandy Clay (CL); grayish brown, very moist, very stiff, low plasticity 36 (Qyv). 38 7 8 62.9 23.3 40 Sandy Clay (CL); grayish brown, very moist to wet, stiff, low plasticity 5 (QYv)- -42 9 24 43 34.0 19.3 111.0 44 .: Clayey Sand (SC); grayish brown, moist to very moist, dense, fine- :::;':: grained (Qyv). 46 48 Sand (SV); grayish brown, moist, medium dense, fine- to coarse - 4 5 7 9.9 17.1 50 rained (Qyv). PROPOSED RESIDENTIAL DEVELOPMENT Completion Notes: MISSION TRAIL, LAKE ELSINORE Terminated at -51.5 Feet bgs. No Bedrock Encountered. Project No: 644-21073 Page- age 1 Groundwater Encountered at -38 Feet bgs. Groundwater Report No: 22-01-011 BORE LOG Equipment: Mobile B-61 Date Drilled: 12/17/2022 Elevation: 1,270 Ft. MSL Boring No: BH -2 Sladden Engineering x O CD C) 0 a Description (: O U to o U) • .� G �,+ O ✓, w V o Q, C Cz Cn PQ W W Sand (SW) to Silty Sand (SM); yellowish brown, moist, fine- to coarse - 2 grained (Fill/Disturbed). 4 7 8 8 22.7 4.1 Silty Sand (SM); yellowish brown, moist, medium dense, fine- to coarseJOL- 6 :::: grained (Qyv). 8 10 - low 13 17 24 40.2 7.6 120.3 Clayey Sand (SC); yellowish brown, moist, medium dense, fine- to -grained (Qyv). 12 14 5 6 10 82.6 22.7 Sandy Silt (ML); yellowish brown, moist, stiff, low plasticity (Qyv). 16 18 20 3 11 21 63.0 16.8 116.2 Sandy Silt (ML); yellowish brown, moist, very stiff, low plasticity (Qyv). 22 24 3 4 8 93.4 28.8 Sandy Clay (CL); grayish brown, very moist, stiff, high plasticity (Qyv). 26 28 11 17 22 95.7 28.5 98.0 30 Sandy Clay (CL); grayish brown, very moist, very stiff, low plasticity (Qyv). 32 7 34 4 6 9 85.4 26.2 Sandy Clay (CL); grayish brown, very moist, stiff, medium plasticity 36 (Qyv). 38 40 12 17 19 77.0 19.3 111.6 Sandy Clay (CL); grayish brown, moist to very moist, very stiff, medium plasticity (Qyv). 42 44 9 9 14 71.3 24.4 Sandy Clay (CL); grayish brown, moist to very moist, very stiff, low 46 lasticity (Qyv). 48 Sandy Clay (CL); grayish brown, very moist to wet, very stiff, low 50 5 19 22 87.2 31.8 94.6plasticity (Qyv). Completion Notes: PROPOSED RESIDENTIAL DEVELOPMENT Terminated at -51.5 Feet bgs. MISSION TRAIL, LAKE ELSINORE Project No: 644-21073 Page 2 No Bedrock Encountered. Report No: 22-01-011 Groundwater Encountered at •-47 Feet bgs. APPENDIX B LABORATORY TESTING Sladden Engineering www.SladdenEngineering.com APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. Graphic representations of the results of this testing are presented in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses. This provides information for developing classifications for the soil in accordance with the Unified Soil Classification System which is presented in the preceding appendix. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing is very useful in detecting variations in the soil and in selecting samples for further testing. SOIL MECHANIC'S TESTING Expansion Testing: One (1) bulk sample was selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Direct Shear Testing: One (1) bulk sample was selected for Direct Shear testing. This test measures the shear strength of the soil under various normal pressures and is used to develop parameters for foundation design and lateral design. Tests were performed using a recompacted test specimen that was saturated prior to tests. Tests were performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Sladden Engineering www.SladdenEngineeiing.com Consolidation/Hydro-Collapse Testing: Two (2) relatively undisturbed samples were selected for consolidation testing. For this test, a one -inch thick test specimen was subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. Corrosion Series Testing: The soluble sulfate concentrations of the surface soil were determined in accordance with California Test Method Number (CA) 417. The pH and Minimum Resistivity were determined in accordance with CA 643. The soluble chloride concentrations were determined in accordance with CA 422. Sladden Engineering www. S l addenEngineering. com U Sladden Engineering 450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863 Maximum Density/Optimum Moisture ASTM D698/D1557 Project Number: 644-21073 January 18, 2022 Project Name: Mission Trail ASTM D-1557 A Lab ID Number: LN6-21664 Rammer Type: Machine Sample Location: BH -1 Bulk 1 @ 0-5' Description: Dark Brown Clayey Sand (SC) Maximum Density: 132.5 pcf Optimum Moisture: 8% Sieve Size % Retained 3/411 3/811 #4 3.1 0 5 10 15 Moisture Content, % Beaumont - Indio ® Buena Park 2U Z-) 145 140 135 130 4-4 125 12C lif 11( M 10 0 5 10 15 Moisture Content, % Beaumont - Indio ® Buena Park 2U Z-) Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Expansion Index ASTM D 4829 Job Number: Job Name: Lab ID Number: Sample ID: Soil Description: 644-21073 Mission Trail LN6-21664 BH -1 Bulk 1 @ 0-5' Dark Brown Clayey Sand (SC) Wt of Soil + Ring: 597.0 Weight of Ring: 191.0 Wt of Wet Soil: 406.0 Percent Moisture: 6.9% Sample Height, in 0.95 Wet Density, pcf: 129.9 Dry Denstiy, pcf: 121.5 Saturation:T[�/o 48.2 Rack 4 3 -- r- ---- - - Date/Time 1/14/2022 2:20 PM Initial Reading 0.0000 Final Reading 0.0242 Expansion Index (Final - Initial) x 1000 M Beaumont - Indio - Buena Park January 18, 2022 L7 Job Number: Job Name Lab ID No. Sample ID Classification Sample Type a ■ Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Direct Shear ASTM D 3080-04 (modified for unconsolidated condition) 644-21073 Mission Trail LN6-21664 BH -1 Bulk 1@ 0-5' Dark Brown Clayey Sand (SC) Remolded @ 90% of Maximum Density January 18, 2022 Initial Dry Density: 119.1 pcf Initial Mosture Content: 8.2 % Peak Friction Angle (0): 33° Cohesion (c): 360 psf Test Results 1 2 3 4 Average Moisture Content, % 13.6 13.6 13.6 13.6 13.6 Saturation, % 88.3 88.3 88.3 88.3 88.3 Normal Stress, kps 0.739 1.479 2.958 5.916 Peak Stress, kps 0.872 1.286 2.289 4.207 Peak Stress Linear (Peak Stress) 6.0 5.0 a 4.0 3.0 �a 2.0 1.0 0.0 0 1 2 3 4 5 6 Normal Stress, kps Beaumont - Indio - Buena Park Job Number Job Name: Date: 644-21073 Mission Trail 1/18/2022 Moisture Adjustment Wt of Soil: 1,000 Moist As Is: 4.6 Moist Wanted: 8.0 ml of Water to Add: Remolded Shear Weight Max Dry Density: 132.5 Optimum Moisture: 8.0 32.5 Wt Soil per Ring, g: 154.9 UBC R 0 Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 644-21073 January 18, 2022 Project Name: Mission Trail Lab ID Number: LN6-21664 Sample ID: BH -1 Bulk 1 @ 0-5' Soil Classification: SC Sieve Sieve Percent Size, in Size, mm Passing 2" 50.8 100.0 1 1/2" 38.1 100.0 1" 25.4 100.0 3/4" 19.1 99.9 1/2" 12.7 99.9 3/8" 9.53 99.7 #4 4.75 96.9 #8 2.36 82.7 #16 1.18 67.5 #30 0.60 55.5 #50 0.30 45.7 #100 0.15 38.3 #200 0.075 30.8 100.0 90.0 80.0 70.0 bb 60.0 50.0 Cda 40.0 30.0 20.0 10.0 0.0 100.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Beaumont - Indio ® Buena Park Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 raati®n ASTM C117 & C136 Project Number: 644-21073 January 18, 2022 Project Name: Mission Trail Lab ID Number: LN6-21664 Sample ID: BH -1 R-2 @ 5' Soil Classification: SC Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 97.4 #8 2.36 86.6 #16 1.18 72.1 #30 0.60 60.4 #50 0.30 49.9 #100 0.15 41.6 #200 0.074 31.3 100.000 10.000 1.000 0.100 0.010 Sieve Size, mm Beaumont ® Indio - Buena Park 0.001 100 90 80tt� 70 60 a� 50 Cd P-{ 0 40 30 20 10 0 100.000 10.000 1.000 0.100 0.010 Sieve Size, mm Beaumont ® Indio - Buena Park 0.001 ® ■ Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C1 17 & C136 Project Number: 644-21073 January 18, 2022 Project Name: Mission Trail Lab ID Number: LN6-21664 Sample ID: BH -1 S-3 @ 10' Soil Classification: SM Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 98.3 48 2.36 87.3 #16 1.18 66.6 430 0.60 47.9 #50 0.30 32.0 #100 0.15 21.0 #200 0.074 13.5 Beaumont - Indio - Buena Park Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 644-21073 January 18, 2022 Project Name: Mission Trail Lab ID Number: LN6-21664 Sample ID: BH -2 R-2 @ 10' Soil Classification: SC Sieve Sieve Percent Size, in Size, mm Passing lit 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 99.6 #8 2.36 94.3 #16 1.18 83.5 #30 0.60 70.4 #50 0.30 57.7 #100 0.15 48.8 #200 0.074 40.2 Beaumont - Indio - Buena Park Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 644-21073 January 18, 2022 Project Name: Mission Trail Lab ID Number: LN6-21664 Sample ID: BH -4 S-1 @ 5' Soil Classification: SW -SC Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 98.6 #4 4.75 94.6 #8 2.36 81.0 #16 1.18 63.5 #30 0.60 48.2 #50 0.30 32.4 #100 0.15 19.8 #200 0.074 11.5 100.000 10.000 1.000 0.100 Sieve Size, mm Beaumont ® Indio ® Buena Park 0.010 0.001 I 100 90 80 70 11 iL 60 bD V) 50 c� A-, 0 40 30 20 10 HILLI I I I J -H 1—M-1-1 In 100.000 10.000 1.000 0.100 Sieve Size, mm Beaumont ® Indio ® Buena Park 0.010 0.001 I Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 644-21073 January 18, 2022 Project Name: Mission Trail Lab ID Number: LN6-21664 Sample ID: BH -6 S-2 @ 10' Soil Classification: SM Sieve Sieve Percent Size, in Size, mm Passing 1" 25.4 100.0 3/4" 19.1 100.0 1/2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 95.3 #8 2.36 77.9 #16 1.18 58.7 #30 0.60 44.0 #50 0.30 32.5 #100 0.15 24.8 #200 0.074 18.5 Beaumont ® Indio ® Buena Park Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 644-21073 January 18, 2022 Job Name: Mission Trail Lab ID Number: LN6-21664 Initial Dry Density, pcf: 121.6 Sample ID: BH -1 R-2 @ 5' Initial Moisture, %: 4.2 Soil Description: Dark Brown Clayey Sand (SC) Initial Void Ratio: 0.370 Specific Gravity: 2.67 Hydrocollapse: 0.8% @ 0.702 ksf % Change in Height vs Normal Presssure Diagram 1 0 -1 -2 -3 �n -4 -5 G 0 -6 -7 -8 -9 -10 0.1 --0 Before Saturation – -After Saturation --e—Rebound Hydro Consolidation 1.0 10.0 Normal Load (ksf) Beaumont ® Indio ® Buena Park Engineering Sladden 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 644-21073 January 18, 2022 Job Name: Mission Trail Lab ID Number: LN6-21664 Initial Dry Density, pcf: 113.4 Sample ID: BH -2 R-2 @ 10' Initial Moisture, %: 7.6 Soil Description: Dark Brown Clayey Sand (SC) Initial Void Ratio: 0.470 Specific Gravity: 2.67 Hydrocollapse: 0.3% @ 0.694 ksf % Change in Height vs Normal Presssure Diagram 1 0 -1 -2 -3 x -4 -5 U 0 -6 ---e---Before Saturation —4r—After Saturation — 9 Rebound Hydro Consolidation 1.0 10.0 Normal Load (ksf) Beaumont - Indio - Buena Park 100.0 ■ In Sladden Engineering 6782 Stanton Ave., Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkwy, Suite F, Indio CA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: January 18, 2022 Account No.: 644-21073 Customer: Lake Elsinore Mission Trail, LLC Location: APN's 370-050-0197 020 & 032, Mission Trail, Lake Elsinore F."Tomr2momf =9 Corrosion Series pH Soluble Sulfates per CA 643 per CA 417 ppm 131-1-1 @ 0-5' 9.5 260 Soluble Chloride Min. Resistivity per CA 422 per CA 643 ppm ohm -cm 350 460 C Rpt 644-21073 011822 APPENDIX C SEISMIC DESIGN MAP AND REPORT SITE-SPECIFIC SEISMIC DESIGN PARAMETERS Sladden Engineering www.SladdenEngineering.com U.S. Seismic Design Maps Mission Trail, Lake Elsinore Latitude, Longitude: 33.6367, -117.2918 Gu yIe Date Design Code Reference Document Risk Category Site Class Type Value SS 1.753 S1 0.644 SMS 1.753 SMI null -See Section 11.4.8 SDS 1.169 SD1 null -See Section 11.4.8 Type Value SDC null -See Section 11.4.8 Fa 1 Fv null -See Section 11.4.8 PGA 0.757 FPGA 1.1 PGAM 0.833 TL 8 SsRT 1.753 SsUH 1.927 SSD 2.376 S 1 RT 0.644 S1UH 0.71 S 1 D 0.948 PGAd 1.001 CRS 0.909 Sedco Pier Y Extra Storage �` Lake EIsi1 �c,i e Neighborhood Dealer Lemon St 1/20/2022, 2:31:28 PM ASCE7-16 11 D - Stiff Soil Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA hgs:Hseismicmaps.org/ OSHPD John's Inc Je,an Hayman Elel ientarp/ School f erna;� if Map data Oc 2022 Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods I of 1 1 ).,)4 DAA( U.S. Seismic Design Maps https:Hseismiemaps.org/ Type Value Description CRI 0.907 Mapped value of the risk coefficient at a period of I s ) of'1 1 I)-I)Q DNIf U.S. Seismic Design Maps https://seismicmaps.org/ DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. 3 of 3 1 /,)fl/?n,?? )•,)R Pm W M Nr LO rn r- o) m a) oo o0 oo 1,- Ln v to � �D o a L 0000000 i t\ ID 1,-� l0 Ol Qt V Q? Ql a) 0) 0) Ql (n } c-1 O O O O O O O 0 0 0 0 0 < Z a N Q Q C7 °- O 0 0 0 D o o o tL. 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Saturated Unsaturat. Plate A-1 LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 1/24/2022 9:06:47 AM Input File Name: D:\Liquefy5\644-21073 (BH-1).liq Title: Mission Trail, Lake Elsinore Subtitle: Surface Elev.=1270 Hole No.=BH-1 Depth of Hole= 51.50 ft Water Table during Earthquake= 38.00 ft Water Table during In -Situ Testing= 38.00 ft Max. Acceleration= 0.78 g Earthquake Magnitude= 7.20 Input Data: Surface Elev.=1270 Hole No.=BH-1 Depth of Hole=51.50 ft Water Table during Earthquake= 38.00 ft Water Table during In -Situ Testing= 38.00 ft Max. Acceleration=0.78 g Earthquake Magnitude=7.20 No -Liquefiable Soils: Based on Analysis 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu, M -correction 3. Fines Correction for Liquefaction: Modify Stark/Olson 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1.25 7. Borehole Diameter, Cb= 1.15 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) User= 1.1 Plot one CSR curve (fs1=1) 10. Use Curve Smoothing: Yes* * Recommended Options In -Situ Test Data: Depth SPT gamma Fines ft pcf 0.00 35.33 131.00 26.60 2.00 35.33 131.00 26.60 5.00 38.67 132.30 31.30 10.00 24.00 132.30 13.50 15.00 9.33 123.70 NoLiq 20.00 20.00 123.70 48.30 25.00 16.67 134.80 NoLiq 30.00 16.00 134.80 NoLiq 35.00 24.67 121.60 NoLiq 40.00 15.00 121.60 NoLiq 45.00 44.67 132.40 34.00 50.00 12.00 132.40 9.90 Output Results: Settlement of Saturated Sands=0.88 in. Settlement of Unsaturated Sands=0.35 in. Total Settlement of Saturated and Unsaturated Sands=1.23 in. Differential Settlement=0.614 to 0.811 in. Depth CRRm CSRfs F.S. S_sat. S_dry Sall ft in. in. in. 0.00 0.55 0.51 5.00 0.88 0.35 1.23 0.05 0.55 0.51 5.00 0.88 0.35 1.23 0.10 0.55 0.51 5.00 0.88 0.35 1.23 0.15 0.55 0.51 5.00 0.88 0.35 1.23 0.20 0.55 0.51 5.00 0.88 0.35 1.23 0.25 0.55 0.51 5.00 0.88 0.35 1.23 0.30 0.55 0.51 5.00 0.88 0.35 1.23 0.35 0.55 0.51 5.00 0.88 0.35 1.23 0.40 0.55 0.51 5.00 0.88 0.35 1.23 0.45 0.55 0._51 5.00 0._88 0.35 1.23 0.50 0.55 0.51 5.00 0.88 0.35 1.23 0.55 0.55 0.51 5.00 0.88 0.35 1.23 0.60 0.55 0.51 5.00 0.88 0.35 1.23 0.65 0.55 0.51 5.00 0.88 0.35 1.23 0.70 0.55 0.51 5.00 0.88 0.35 1.23 0.75 0.55 0.51 5.00 0.88 0.35 1.23 0.80 0.55 0.51 5.00 0.88 0.35 1.23 0.85 0.55 0.51 5.00 0.88 0.35 1.23 0.90 0.55 0.51 5.00 0.88 0.35 1.23 0.95 0.55 0.51 5.00 0.88 0.35 1.23 1.00 0.55 0.51 5.00 0.88 0.35 1.23 1.05 0.55 0.51 5.00 0.88 0.35 1.23 1.10 0.55 0.51 5.00 0.88 0.35 1.23 1.15 0.55 0.51 5.00 0.88 0.35 1.23 1.20 0.55 0.51 5.00 0.88 0.35 1.23 1.25 0.55 0.51 5.00 0.88 0.35 1.23 1.30 0.55 0.51 5.00 0.88 0.35 1.23 1.35 0.55 0.51 5.00 0.88 0.35 1.23 1.40 0.55 0.51 5.00 0.88 0.35 1.23 1.45 0.55 0.51 5.00 0.88 0.35 1.23 1.50 0.55 0.51 5.00 0.88 0.35 1.23 1.55 0.55 0.51 5.00 0.88 0.35 1.23 1.60 0.55 0.51 5.00 0.88 0.35 1.23 1.65 0.55 0.51 5.00 0.88 0.35 1.23 1.70 0.55 0.51 5.00 0.88 0.35 1.23 1.75 0.55 0.51 5.00 0.88 0.35 1.23 1.80 0.55 0.51 5.00 0.88 0.35 1.23 1.85 0.55 0.51 5.00 0.88 0.35 1.23 1.90 0.55 0.51 5.00 0.88 0.35 1.23 1.95 0.55 0.51 5.00 0.88 0.35 1.23 2.00 0.55 0.51 5.00 0.88 0.35 1.23 2.05 0.55 0.51 5.00 0.88 0.35 1.23 2.10 0.55 0.51 5.00 0.88 0.35 1.23 2.15 0.55 0.51 5.00 0.88 0.35 1.23 2.20 0.55 0.51 5.00 0.88 0.35 1.23 2.25 0.55 0.51 5.00 0.88 0.35 1.23 2.30 0.55 0.51 5.00 0.88 0.35 1.23 2.35 0.55 0.51 5.00 0.88 0.35 1.23 2.40 0.55 0.51 5.00 0.88 0.35 1.23 2.45 0.55 0.51 5.00 0.88 0.35 1.23 2.50 0.55 0.51 5.00 0.88 0.35 1.23 2.55 0.55 0.51 5.00 0.88 0.35 1.23 2.60 0.55 0.51 5.00 0.88 0.35 1.22 2.65 0.55 0.51 5.00 0.88 0.35 1.22 2.70 0.55 0.51 5.00 0.88 0.35 1.22 2.75 0.55 0.51 5.00 0.88 0.35 1.22 2.80 0.55 0.51 5.00 0.88 0.35 1.22 2.85 0.55 0.51 5.00 0.88 0.35 1.22 2.90 0.55 0.51 5.00 0.88 0.35 1.22 2.95 0.55 0.51 5.00 0.88 0.35 1.22 3.00 - 0.55 0.51 5.00 6.88 0.35 1.22 3.05 0.55 0.51 5.00 0.88 0.35 1.22 3.10 0.55 0.51 5.00 0.88 0.35 .1.22 3.15 0.55 0.51 5.00 0.88 0.35 1.22 3.20 0.55 0.51 5.00 0.88 0.35 1.22 3.25 0.55 0.51 5.00 0.88 0.35 1.22 3.30 0.55 0.51 5.00 0.88 0.35 1.22 3.35 0.55 0.50 5.00 0.88 0.35 1.22 3.40 0.55 0.50 5.00 0.88 0.35 1.22 3.45 0.55 0.50 5.00 0.88 0.35 1.22 3.50 0.55 0.50 5.00 0.88 0.35 1.22 3.55 0.55 0.50 5.00 0.88 0.35 1.22 3.60 0.55 0.50 5.00 0.88 0.35 1.22 3.65 0.55 0.50 5.00 0.88 0.35 1.22 3.70 0.55 0.50 5.00 0.88 0.35 1.22 3.75 0.55 0.50 5.00 0.88 0.35 1.22 3.80 0.55 0.50 5.00 0.88 0.35 1.22 3.85 0.55 0.50 5.00 0.88 0.35 1.22 3.90 0.55 0.50 5.00 0.88 0.35 1.22 3.95 0.55 0.50 5.00 0.88 0.35 1.22 4.00 0.55 0.50 5.00 0.88 0.35 1.22 4.05 0.55 0.50 5.00 0.88 0.35 1.22 4.10 0.55 0.50 5.00 0.88 0.35 1.22 4.15 0.55 0.50 5.00 0.88 0.35 1.22 4.20 0.55 0.50 5.00 0.88 0.35 1.22 4.25 0.55 0.50 5.00 0.88 0.34 1.22 4.30 0.55 0.50 5.00 0.88 0.34 1.22 4.35 0.55 0.50 5.00 0.88 0.34 1.22 4.40 0.55 0.50 5.00 0.88 0.34 1.22 4.45 0.55 0.50 5.00 0.88 0.34 1.22 4.50 0.55 0.50 5.00 0.88 0.34 1.22 4.55 0.55 0.50 5.00 0.88 0.34 1.22 4.60 0.55 0.50 5.00 0.88 0.34 1.22 4.65 0.55 0.50 5.00 0.88 0.34 1.22 4.70 0.55 0.50 5.00 0.88 0.34 1.22 4.75 0.55 0.56 5.00 0.88 0.34 1.22 4.80 0.55 0.50 5.00 0.88 0.34 1.22 4.85 0.55 0.50 5.00 0.88 0.34 1.22 4.90 0.55 0.50 5.00 0.88 0.34 1.22 4.95 0.55 0.50 5.00 0.88 0.34 1.22 5.00 0.55 0.50 5.00 0.88 0.34 1.22 5.05 0.55 0.50 5.00 0.88 0.34 1.22 5.10 0.55 0.50 5.00 0.88 0.34 1.22 5.15 0.55 0.50 5.00 0.88 0.34 1.22 5.20 0.55 0.50 5.00 0.88 0.34 1.22 5.25 0.55 0.50 5.00 0.88 0.34 1.22 5.30 0.55 0.50 5.00 0.88 0.34 1.22 5.35 0.55 0.50 5.00 0.88 0.34 1.22 5.40 0.55 0.50 5.00 0.88 0.34 1.22 0.55 0.50 5.00, 0.88 0-.34-, 1.22 --5.-45 5.50 0.55 0.50 5.00 0.88 0.34 1.22 5.55 0.55 0.50 5.00 0.88 0.34 1.22 5.60 0.55 0.50 5.00 0.88 0.34 1.22 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2.00 0.44 5.00 0.88 0.00 0.88 37.65 2.00 0.44 5.00 0.88 0.00 0.88 37.70 2.00 0.44 5.00 0.88 0.00 0.88 37.75 2.00 0.44 5.00 0.88 0.00 0.88 37.80 2.00 0.44 5.00 0.88 0.00 0.88 37.85 2.00 0.44 5.00 0.88 0.00 0.88 37.90 2.00 0.44 5.00 0.88 0.00 0.88 37.95 2.00 0_.44 5.00 _ 0.88 0.00 0.88 38.00 2.00 0.44 5.00 0.88 0.00 0.88 38.05 2.00 0.44 5.00 0.88 0.00 0.88 38.10 2.00 0.44 5.00 0.88 0.00 0.88 38.15 2.00 0.44 5.00 0.88 0.00 0.88 38.20 2.00 0.44 5.00 0.88 0.00 0.88 38.25 2.00 0.44 5.00 0.88 0.00 0.88 38.30 2.00 0.44 5.00 0.88 0.00 0.88 38.35 2.00 0.44 5.00 0.88 0.00 0.88 38.40 2.00 0.44 5.00 0.88 0.00 0.88 38.45 2.00 0.44 5.00 0.88 0.00 0.88 38.50 2.00 0.44 5.00 0.88 0.00 0.88 38.55 2.00 0.44 5.00 0.88 0.00 0.88 38.60 2.00 0.44 5.00 0.88 0.00 0.88 38.65 2.00 0.44 5.00 0.88 0.00 0.88 38.70 2.00 0.44 5.00 0.88 0.00 0.88 38.75 2.00 0.44 38.80 2.00 0.44 38.85 2.00 0.44 38.90 2.00 0.44 38.95 2.00 0.44 39.00 2.00 0.44 39.05 2.00 0.44 39.10 2.00 0.44 39.15 2.00 0.44 39.20 2.00 0.44 39.25 2.00 0.44 39.30 2.00 0.44 39.35 2.00 0.44 39.40 2.00 0.44 39.45 2.00 0.44 39.50 2.00 0.44 39.55 2.00 0.44 39.60 2.00 0.44 39.65 2.00 0.44 39.70 2.00 0.44 39.75 2.00 0.44 39.80 2.00 0.44 39.85 2.00 0.44 39.90 2.00 0.44 39.95 2.00 0.44 40.00 2.00 0.44 40.05 0.51 0.44 40.10 0.51 0.44 40.15 0.51 0.44 40.20 0.51 0.44 40.25 0.51 0.44 40.30 0.51 0.44 40.35 0.51 0.44 40.40 0.51 0.44 40.45 0.51 0.44 40.50 0.51 0.44 40.55 0.51 0.44 40.60 0.51 0.44 40.65 0.51 0.44 40.70 0.51 0.44 40.75 0.51 0.44 40.80 0.51 0.44 40.85 0.51 0.44 40.90 0.51 0.44 40.95 0.51 0.44 41.00 0.51 0.44 41.05 0.51 0.44 41.10 0.51 0.44 41.15 0.51 0.44 41.20 0.51 0.44 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 5.00 0.88 1.16 0.88 1.16 0.88 1.16 0.88 1.16 0.88 1.16 0.88 1.16 0.88 1.16 0.88 1.16 0.88 1.16 0.88 1.16 0.88 1.16 0.88 1.16 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0.44 0.29* 0.41 0.00 0.41 50.05 0.13 0.44 0.29* 0.40 0.00 0.40 50.10 0.13 0.44 0.29* 0.39 0.00 0.39 50.15 0.13 0.44 0.29* 0.37 0.00 0.37 50.20 0.13 0.44 0.29* 0.36 0.00 0.36 50.25 0.13 0.44 0.29* 0.35 0.00 0.35 50.30 0.13 0.44 0.29* 0.33 0.00 0.33 50.35 0.13 0.44 0.29* 0.32 0.00 0.32 50.40 0.13 0.44 0.29* 0.30 0.00 0.30 50.45- 0.13 0.44 0.- 29-* 0 •_29 _ 0.00 __ 0.--29- •_2950.50 50.50 0.13 0.44 0.29* 0.28 0.00 0.28 50.55 0.13 0.44 0.29* 0.26 0.00 0.26 50.60 0.13 0.44 0.29* 0.25 0.00 0.25 50.65 0.13 0.44 0.29* 0.24 0.00 0.24 50.70 0.13 0.44 0.29* 0.22 0.00 0.22 50.75 0.13 0.44 0.29* 0.21 0.00 0.21 50.80 0.13 0.44 0.29* 0.19 0.00 0.19 50.85 0.13 0.44 0.29* 0.18 0.00 0.18 50.90 0.13 0.44 0.29* 0.17 0.00 0.17 50.95 0.13 0.44 0.28* 0.15 0.00 0.15 51.00 0.13 0.44 0.28* 0.14 0.00 0.14 51.05 0.13 0.44 0.28* 0.12 0.00 0.12 51.10 0.13 0.44 0.28* 0.11 0.00 0.11 51.15 0.13 0.44 0.28* 0.10 0.00 0.10 51.20 0.13 0.44 0.28* 0.08 0.00 0.08 51.25 0.13 0.44 0.28* 0.07 0.00 0.07 51.30 0.13 0.44 0.28* 0.06 0.00 0.06 51.35 0.13 0.44 0.28* 0.04 0.00 0.04 51.40 0.13 0.44 0.28* 0.03 0.00 0.03 51.45 0.12 0.44 0.28* 0.01 0.00 0.01 51.50 0.12 0.44 0.28* 0.00 0.00 0.00 * F.S.<15 Liquefaction Potential Zone (F.S. is limited to 5. CRR is limited to 2. CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands Sall Total Settlement from Saturated and Unsaturated Sands NoLiq No -Liquefy Soils LEISMI"`��LL�� r��MENT ANALYSIS Mission Trait, Lake Elsinore Hole Flo.=S1-1--2 Water Depth=38 ft Surface Elev.=1270 Shear Stress Ratio (ft)o 0 20 Vol —40 r5O E a 70 m n fs1=1 CRR - - CSR fs' Shaded Zone has Liquefaction Potential w Sladden Engineering Magnitude=7.2 Acceleration=0.7838 Factor of Safety Settlement 1 0 1 5 0 (in.) 1 I S=0.11 in. Saturated Unsaturat. LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com ************************************************************************************ ******************* Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 1/24/2022 9:04:08 AM Input File Name: D:\Liquefy5\644-21073 (BH-2).liq Title: Mission Trail, Lake Elsinore Subtitle: Surface Elev.=1270 Hole No.=BH-2 Depth of Hole= 51.50 ft Water Table during Earthquake= 38.00 ft Water Table during In -Situ Testing= 47.00 ft Max. Acceleration= 0.78 g Earthquake Magnitude= 7.20 Input Data: Surface Elev.=1270 Hole No.=BH-2 Depth of Hole=51.50 ft Water Table during Earthquake= 38.00 ft Water Table during In -Situ Testing= 47.00 ft Max. Acceleration=0.78 g Earthquake Magnitude=7.20 No -Liquefiable Soils: Based on Analysis ..-.--. -. _.. . 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu, M -correction 3. Fines Correction for Liquefaction: Modify Stark/Olson 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1.25 7. Borehole Diameter, Cb= 1.15 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) User= 1.1 Plot one CSR curve (fsl=1) 10. Use Curve Smoothing: Yes* * Recommended Options In -Situ Test Data: Depth SPT gamma Fines ft pcf 0.00 16.00 129.40 22.70 5.00 16.00 129.40 22.70 10.00 27.33 129.40 40.20 15.00 16.00 129.40 NoLiq 20.00 21.33 135.60 NoLiq 25.00 12.00 135.60 NoLiq 30.00 26.00 125.90 NoLiq 35.00 15.00 125.90 NoLiq 40.00 24.00 133.20 NoLiq 45.00 23.00 133.20 NoLiq 50.00 27.33 124.70 NoLiq output Results: Settlement of Saturated Sands=0.00 in. Settlement of Unsaturated Sands=0.11 in. Total Settlement of Saturated and Unsaturated Sands=0.11 in. Differential Settlement=0.055 to 0.073 in. Depth CRRm CSRfs F.S. S_sat. 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0.00 0.11 0.11 1.40 0.55 0.51 5.00 0.00 0.11 0.11 1.45 0.55 0.51 5.00 0.00 0.11 0.11 1.50 0.55 0.51 5.00 0.00 0.11 0.11 1.55 0.55 0.51 5.00 0.00 0.11 0.11 1.60 0.55 0.51 5.00 0.00 0.11 0.11 1.65 0.55 0.51 5.00 0.00 0.11 0.11 1.70 0.55 0.51 5.00 0.00 0.11 0.11 1.75 0.55 0.51 5.00 0.00 0.11 0.11 1.80 0.55 0.51 5.00 0.00 0.11 0.11 1:85 0.55 0.51 5.00 0.00 0.11 0.11 1.90 0.55 0.51 5.00 0.00 0.11 0.11 1.95 0.55 0.51 5.00 0.00 0.11 0.11 2.00 0.55 0.51 5.00 0.00 0.11 0.11 2.05 0.55 0.51 5.00 0.00 0.11 0.11 2.10 0.55 0.51 5.00 0.00 0.11 0.11 2.15 0.55 0.51 5.00 0.00 0.11 0.11 2.20 0.55 0.51 5.00 0.00 0.11 0.11 2.25 0.55 0.51 5.00 0.00 0.11 0.11 2.30 0.55 0.51 5.00 0.00 0.10 0.10 2.35 0.55 0.51 5.00 0.00 0.10 0.10 2.40 0.55 0.51 5.00 0.00 0.10 0.10 2.45 0.55 0.51 5.00 0.00 0.10 0.10 2.50 0.55 0.51 5.00 0.00 0.10 0.10 2.55 0.55 0.51 5.00 0.00 0.10 0.10 2.60 0.55 0.51 5.00 0.00 0.10 0.10 2.65 0.55 0.51 5.00 0.00 0.10. 0.10 2.70 0.55 0.51 5.00 0.00 0.10 0.10 2.75 0.55 0.51 5.00 0.00 0.10 0.10 2.80 0.55 0.51 5.00 0.00 0.10 0.10 2.85 0.55 0.51 5.00 0.00 0.10 0.10 2.90 0.55 0.51 5.00 0.00 0.10 0.10 2.95 0.55 0.51 5.00 0.00 0.10 0.10 3.00__ 0.55 0.51 5.00 0._00 0.10 0.10 3.05 0.55 0.51 5.00 0.00 0.10 0.10 3.10 0.55 0.51 5.00 0.00 0.10 0.10 3.15 0.55 0.51 5.00 0.00 0.10 0.,10 3.20 0.55 0.51 5.00 0.00 0.10 0.10 3.25 0.55 0.51 5.00 0.00 0.10 0.10 3.30 0.55 0.51 5.00 0.00 0.10 0.10 3.35 0.55 0.50 5.00 0.00 0.10 0.10 3.40 0.55 0.50 5.00 0.00 0.10 0.10 3.45 0.55 0.50 5.00 0.00 0.10 0.10 3.50 0.55 0.50 5.00 0.00 0.10 0.10 3.55 0.55 0.50 5.00 0.00 0.10 0.10 3.60 0.55 0.50 5.00 0.00 0.10 0.10 3.65 0.55 0.50 5.00 0.00 0.10 0.10 3.70 0.55 0.50 5.00 0.00 0.10 0.10 3.75 0.55 0.50 5.00 0.00 0.10 0.10 3.80 0.55 0.50 5.00 0.00 0.10 0.10 3.85 0.55 0.50 5.00 0.00 0.10 0.10 3.90 0.55 0.50 5.00 0.00 0.09 0.09 3.95 0.55 0.50 5.00 0.00 0.09 0.09 4.00 0.55 0.50 5.00 0.00 0.09 0.09 4.05 0.55 0.50 5.00 0.00 0.09 0.09 4.10 0.55 0.50 5.00 0.00 0.09 0.09 4.15 0.55 0.50 5.00 0.00 0.09 0.09 4.20 0.55 0.50 5.00 0.00 0.09 0.09 4.25 0.55 0.50 5.00 0.00 0.09 0.09 4.30 0.55 0.50 5.00 0.00 0.09 0.09 4.35 0.55 0.50 5.00 0.00 0.09 0.09 4.40 0.55 0.50 5.00 0.00 0.09 0.09 4.45 0.55 0.50 5.00 0.00 0.09 0.09 4.50 0.55 0.50 5.00 0.00 0.09 0.09 4.55 0.55 0.50 5.00 0.00 0.09 0.09 4.60 0.55 0.50 5.00 0.00 0.09 0.09 4.65 0.55 0.50 5.00 0.00 0.09 0.09 4.70 0.55 0.50 5.00 0.00 0.09 0.09 4.75 0.55 0.50 5.00 0.00 0.09 0.09 4.80 0.55 0.50 5.00 0.00 0.09 0.09 4.85 0.55 0.50 5.00 0.00 0.09 0.09 4.90 0.55 0.50 5.00 0.00 0.09 0.09 4.95 0.55 0.50 5.00 0.00 0.09 0.09 5.00 0.55 0.50 5.00 0.00 0.09 0.09 5.05 0.55 0.50 5.00 0.00 0.09 0.09 5.10 0.55 0.50 5.00 0.00 0.09 0.09 5.15 0.55 0.50 5.00 0.00 0.09 0.09 5.20 0.55 0.50 5.00 0.00 0.09 0.09 5.25 0.55 0.50 5.00 0.00 0.09 0.09 5.30 0.55 0.50 5.00 0.00 0.09 0.09 5.35 0.55 0.50 5.00 0.00 0.09 0.09 5.40 0.55 0.50 5.00 0.00 0.09 0.09 5.45 0.55 0.50 5.00 0.00 0.09 0.09 5.50 0.55 _ 0.50 5_.00 0.00 0.09 0._09 5.55 0.55 0.50 5.00 0.00 0.09 0.09 5.60 0.55 0.50 5.00 0.00 0.08 0.08 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0.03 12.70 0.55 0.49 5.00 0.00 0.03 0.03 12.75 0.55 0.49 5.00 0.00 0.03 0.03 12.80 0.55 0.49 5.00 0.00 0.03 0.03 12.85 0.55 0.49 5.00 0.00 0.03 0.03 12.90 0.55 0.49 5.00 0.00 0.03 0.03 12.95 0.55 0.49 5.00 0.00 0.02 0.02 13.00 0.55 0.49 5.00 0_._00 _ 0.02 0.62_ 13.05 0.55 0.49 5.00 0.00 0.02 0.02 13.10 0.55 0.49 5.00 0.00 0.02 0.02 13.15 0.55 0.49 5.00 0.00 0.02 0.02 13.20 0.55 0.49 5.00 0.00 0.02 0.02 13.25 0.55 0.49 5.00 0.00 0.02 0.02 13.30 0.55 0.49 5.00 0.00 0.02 0.02 13.35 0.55 0.49 5.00 0.00 0.02 0.02 13.40 0.55 0.49 5.00 0.00 0.02 0.02 13.45 0.55 0.49 5.00 0.00 0.02 0.02 13.50 0.55 0.49 5.00 0.00 0.02 0.02 13.55 0.55 0.49 5.00 0.00 0.02 0.02 13.60 0.55 0.49 5.00 0.00 0.02 0.02 13.65 0.55 0.49 5.00 0.00 0.02 0.02 13.70 0.55 0.49 5.00 0.00 0.02 0.02 13.75 0.55 0.49 5.00 0.00 0.02 0.02 13.80 0.55 0.49 5.00 0.00 0.02 0.02 13.85 0.55 0.49 5.00 0.00 0.01 0.01 13.90 0.55 0.49 5.00 0.00 0.01 0.01 13.95 0.55 0.49 5.00 0.00 0.01 0.01 14.00 0.55 0.49 5.00 0.00 0.01 0.01 14.05 0.55 0.49 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47.30 2.00 0.44 5.00 0.00 0.00 0.00 47.35 2.00 0.44 5.00 0.00 0.00 0.00 47.40 2.00 0.44 5.00 0.00 0.00 0.00 47.45 2.00 0.44 5.00 0.00 0.00 0.00 47.50 2.00 0.44 5.00 0.00 0.00 0.00 47.55 2.00 0.44 5.00 0.00 0.00 0.00 47.60 2.00 0.44 5.00 0.00 0.00 0.00 47.65 2.00 0.44 5.00 0.00 0.00 0.00 47.70 2.00 0.44 5.00 0.00 0.00 0.00 47.75 2.00 0.44 5.00 0.00 0.00 0.00 47.80 2.00 0.44 5.00 0.00 0.00 0.00 47.85 2.00 0.44 5.00 0.00 0.00 0.00 47.90 2.00 0.44 5.00 0.00 0.00 0.00 47.95 2.00 0.44 5.00 0.00 0.00 0.00 48.00 2.00 0.44 5.00 0.00 0.00 0.00 48.05 2.00 0.44 5.00 0.00 0.00 0.00 48.10 2.00 0.44 5.00 0.00 0.00 0.00 48.15 2.00 0.44 5.00 0.00 0.00 0.00 48.20 2.00 0.44 5.00 0.00 0.00 0.00 48.25 2.00 0.44 5.00 0.00 0.00 0.00 48.30 2.00 0.44 5.00 0.00 0.00 0.00 48.35 2.00 0.44 5.00 0.00 0.00 0.00 48.40 2.00 0.44 5.00 0.00 0.00 0.00 48.45 2.00 0.44 5.00 0.00 0.00 0.00 48.50 2.00 0.44 5.00 0.00 0.00 0.00 48.55 2.00 0.44 5.00 0.00 0.00 0.00 48.60 2.00 0.44 5.00 0.00 0.00 0.00 48.65 2.00 0.44 5.00 0.00 0.00 0.00 48.70 2.00 0.44 5.00 0.00 0.00 0.00 48.75 2.00 0.44 5.00 0.00 0.00 0.00 48.80 2.00 0.44 5.00 0.00 0.00 0.00 48.85 2.00 0.44 5.00 0.00 0.00 0.00 48.90 2.00 0.44 5.00 0.00 0.00 0.00 48.95 2.00 0.44 5.00 0.00 0.00 0.00 49.00 2.00 0.44 5.00 0.00 0.00 0.00 49.05 2.00 0.44 5.00 0.00 0.00 0.00 49.10 2.00 0.44 5.00 0.00 0.00 0.00 49.15 2.00 0.44 5.00 0.00 0.00 0.00 49.20 2.00 0.44 5.00 0.00 0.00 0.00 49.25 2.00 0.44 5.00 0.00 0.00 0.00 49.30 2.00 0.44 5.00 0.00 0.00 0.00 49.35 2.00 0.44 5.00 0.00 0.00 0.00 49.40 2.00 0.44 5.00 0.00 0.00 0.00 49.45 2.00 0.44 5.00 0.00 0.00 0.00 49.50 2.00 0.44 5.00 0.00 0.00 0.00 49.55 2.00 0.44 5.00 0.00 0.00 0.00 49.60 2.00 0.44 5.00 0.00 0.00 0.00 49.65 2.00 0.44 5.00 0.00 0.00 0.00 49.70 2.00 0.44 5.00 0.00 0.00 0.00 49.75 2.00 0.44 5.00 0.00 0.00 0.00 49.80 2.00 0.44 5.00 0.00 0.00 0.00 49.85 2.00 0.44 5.00 0.00 0.00 0.00 49.90 2.00 0.44 5.00 0.00 0.00 0.00 49.95 2.00 0.44 5.00 0.00 0.00 0.00 50.00 2.00 0.44 5.00 0.00 0.00 0.00 50.05 2.00 0.44 5.00 0.00 0.00 0.00 50.10 2.00 0.44 5.00 0.00 0.00 0.00 50.15 2.00 0.44 5.00 0.00 0.00 0.00 50.20 2.00 0.44 5.00 0.00 0.00 0.00 50.25 2.00 0.44 5.00 0.00 0.00 0.00 50.30 2.00 0.44 5.00 0.00 0.00 0.00 50.35 2.00 0.44 5.00 0.00 0.00 0.00 50.40 2.00 0.44 5.00 0.00 0.00 0.00 50.45 2.00 0.44 5.00 0.00 0.00 0.00 50.50 2.00 0.44 5.00 0.00 0.00 0.00 50.55 2.00 0.44 5.00 0.00 0.00 0.00 50.60 2.00 0.44 5.00 0.00 0.00 0.00 50.65 2.00 0.44 5.00 0.00 0.00 0.00 50.70 2.00 0.44 5.00 0.00 0.00 0.00 50.75 2.00 0.44 5.00 0.00 0.00 0.00 50.80 2.00 0.44 5.00 0.00 0.00 0.00 50.85 2.00 0.44 5.00 0.00 0.00 0.00 50.90 2.00 0.44 5.00 0.00 0.00 0.00 50.95 2.00 0.44 5.00 0.00 0.00 0.00 51.00 2.00 0.44 5.00 0.00 0.00 0.00 51.05 2.00 0.44 5.00 0.00 0.00 0.00 51.10 2.00 0.44 5.00 0.00 0.00 0.00 51.15 2.00 0.44 5.00 0.00 0.00 0.00 51.20 2.00 0.44 5.00 0.00 0.00 0.00 51.25 2.00 0.44 5.00 0.00 0.00 0.00 51.30 2.00 0.44 5.00 0.00, 0.00 0.00 51.35 2.00 0.44 5.00 0.00 0.00 0.00 51.40 2.00 0.44 5.00 0.00 0.00 0.00 51.45 2.00 0.44 5.00 0.00 0.00 0.00 51.50 2.00 0.44 5.00 0.00 0.00 0.00 * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands Sall Total Settlement from Saturated and Unsaturated Sands NoLiq No -Liquefy Soils