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HomeMy WebLinkAboutAppendix G-Geologic Resources StudiesAPPENDIX G Geologic Resources Studies G.1 – Preliminary Engineering Geology Investigation G.2 – Subsurface Fault Investigation and Development Setback Map G.3 – Preliminary Soils Engineering Report Froom Ranch Specific Plan Project Draft EIR This Page Intentionally Left Blank. APPENDIX G.1 Preliminary Engineering Geology Investigation This Page Intentionally Left Blank. PRELIMINARY ENGINEERING GEOLOGY INVESTIGATION FROOM/EL VILLAGGIO SPECIFIC PLAN APNs: 067-241-030 and -031 SAN LUIS OBISPO AREA SAN LUIS OBISPO COUNTY, CALIFORNIA PROJECT SL09734-1 Prepared for Madonna Froom Ranch Clo Madonna Construction Company Post Office Box 3 910 San Luis Obispo, California 93401 Prepared by GEOSOLUTIONS, INC. 220 HIGH STREET SAN LUIS OBISPO, CALIFORNIA 93401 April 14, 2017 1021 We� Tama Lane, Suite 105, Santa Maria, CA 93454 (805)614-6333, (805)614-6322 fax SBinfo@geosolutions.net John Madonna c/o Madonna Construction Company Post Office Box 3910 San Luis Obispo, California 93401 lieo!iolution!i, INC., 220 High Street, San Luis Obispo, CA 93401 (805)543-8539, (805)543-2171 fax info@geosolutions.net Subject: Preliminary Engineering Geology Investigation Froom/ El Villaggio Specific Plan, APNs: 067-241-030 and -031 San Luis Obispo area, San Luis Obispo County, California Dear Mr. Madonna: This Preliminary Engineering Geology Investigation has been prepared for the proposed development to be located on the property referred to as Froom/ El Villaggio Specific Plan located on APN Parcels 067-241- 030 and -031, in the San Luis Obispo area, San Luis Obispo County, California. Geologically, the site is generally suitable for the proposed development provided the recommendations in this report are incorporated into the design. As no final site development plans were available for review, only general statements regarding geologic site suitability are presented. The site is primarily composed of Franciscan Complex units in the western upper topographic regions covered with a veneer of surface soils (colluvium and alluvium). Alluvial sediments are within the eastern lower topographic regions. The property is grossly stable. Ground water in the lower elevation areas is high (up to 1.5 feet from ground surface), the expansion of soils has been measured as up to very high, a small landslide is mapped at the site, and springs are observed at the site. One small area has a potential for rockfall during a seismic event. Based on the consistency and relative density of the in-situ soils, the potential for seismic liquefaction of soils at the Site is low. A subsurface fault study was completed at the site (under a separate report) and the Los Osos fault is mapped through the site with development setbacks applied according to activity. General conclusions and recommendations are included within the report. Sincerely, �£oSolutions, Inc. J��.#2118 Principal Should you have any TABLE OF CONTENTS 1.0 INTRODUCTION 1 2.0 CONCLUSIONS 2 2.1 Geologic Conditions ..........................................•................................................................. 2 2.2 Landslides, Rockfall, and Liquefaction 3 2.3 Seismic 3 2.4 Seismically Induced Hazards 3 2.5 Groundwater and Drainage 3 2.6 Asbestos 3 3.0 GENERAL RECOMMENDATIONS 4 4.0 SITE DESCRIPTION 6 5.0 PURPOSE AND SCOPE 6 6.0 ENGINEERING GEOLOGY INVESTIGATION 7 6.1 Regional Geology 7 6.2 Local Geology 7 6.2.1 Surficial Units 7 6.2.2 Formational Units 9 6.3 Surface and Groundwater Conditions ........••...................................................................... 10 7.0 LANDSLIDES 10 8.0 FLOODING AND SEVERE EROSION 10 9.0 ON-SITE SEPTIC SYSTEMS 10 10.0 HYDROCOLLAPSE OF ALLUVIAL FAN SOILS 10 11.0 REGIONAL FAUL TING AND SEISMICITY 10 11.1 Los Osos Fault.. 11 11.2 Ground Shaking 13 11.3 Ground Surface Rupture Due to Faulting ..................................................•....................... 14 11.4 Seismically Induced Water Waves and Flooding 14 11.5 Seismically Induced Settlement and Slope Failure 14 12.0 LIQUEFACTION ANALYSIS 14 13.0 GEOLOGIC HAZARDS 15 13. 1 Expansive Soils 15 13.2 Naturally Occurring Asbestos 15 13.3 Radon and Other Hazardous Gases 15 14.0 SUBSIDENCE 15 16.0 VOLCANIC ERUPTION 16 17.0 ADDITIONAL SERVICES 16 18.0 LIMITATIONS 16 REFERENCES PLATES Plate lA, 18, JC - Site Engineering Geologic Map Plate ID, IE, IF -Fault Setback Maps Plate 2 - Site Cross Sections Plate 3A, 3B - Regional Geologic Map, Ilall, 1973 and Geologic Explanations Plate 4 - Regional Geologic Map, PG&E, 2014 and Geologic Explanations Plate SA, SB - Regional Geologic Map, Dibblee, 2006 and Geologic Explanations Plate 6A, 68 - Regional Geologic Map, Weigers, 2011 Plate 7 A, 7B - Lettis & 1-lall, I 994 and Geologic Explanations Plate 8 - Google Image with USGS KMZ faulting - 2016 Plate 9 - Special Studies Zone - 1990 Plate IO - LiDAR Image - 20 I I Plate 11- Regional Fault Map, Jennings, 2010 and Explanations Plate 12 - Superimposed Fault Map Plate 13A, 138 - Historical Seismicity Map and I Iistorical Seismicity List Plate 14 - Landslide Hazards Map, San Luis Obispo County Department of Building and Planning, 1999 Plate 15 - Flood Insurance Rate Map, f<EMA, 1985 and Explanation Plate 16 - Geologic Study Area Map and Explanations, San Luis Obispo County Department of Building and Planning, 1993 APPENDIX A Boring Logs GST -# Trench Logs Laboratory Data Fault Trench Logs North Wall of Trench T-2a- Lett is Consultants International, Inc. Photo Log of Trench T-28 North Wall - Lettis Consultants International, Inc. Photo Log of Trench T-2A South Wall - Lettis Consultants International, Inc. Asbestos Lab Results PRELIMINARY ENGINEERING GEOLOGY INVESTIGATION PROPOSED FROOM/EL VILLAGGIO SPECIFIC PLAN APNS: 067-241-030 AND -031 SAN LUIS OBISPO AREA, CALIFORNIA PROJECT SL09734-1 1.0 INTRODUCTION This report presents the results of the preliminary engineering geology investigation for the proposed Froom/El Villaggio Specific Plan to be located at the Madonna - Froom Ranch, located along Los Osos Valley Road, near the junction with Calle Joaquin adjacent to the City of San Luis Obispo, California. APNs are 067-241-030 and 031. See Figure 1: Area Location Map for the general location of the project area. The proposed development is located at approximately 35.248050 degrees north latitude and approximately -120.686144 degrees west longitude at an elevation of approximately 119 feet (varies) above mean sea level. The nearest intersection is where Los Osos Valley Figure 1: Area Location Map Road intersects Calle Joaquin at the southeast corner of the property. The project properties will hereafter be collectively referred to as the "Site." The Site is characterized by flat to rolling grasslands with natural drainages which rise to steep, rocky hills at the southwestern portion of the property known as the Irish Hills. The property is approximately "U" shaped with the proposed development within the southern area of the property. The Site is developed with several older ranch buildings and currently utilized for cattle/horse grazing. Surface drainage follows topography to the middle- southern portion of the Site towards Froom Creek that traverses through the property from the northwest. Native grasses, brush, and scattered trees currently vegetate the Site. The proposed development is to include the construction of residential structures, community buildings, restaurants, fitness centers, parks, roadways, and drainage facilities and associated improvements including but not limited to; sidewalks, site retaining walls, boundary walls, and retention basins. The proposed development is to include the construction of mixed residential and commercial development. The proposed structures are anticipated to be constructed using light wood framing and/or light gauge steel/structural steel. Plates I A, lB, and 1 C are a Site Engineering Geologic Maps (Plates lB and 1 C are enlargements of Plate 1 A) that depicts local geologic conditions. Plates ID, IE, lF are Fault Setback Maps (Plates IE and IF are enlargements of Plate ID). Plate 2, Site Cross Sections, presents two interpretive sections through the property. Plates 3A, 4, SA, 6A, and 7A are Regional Geologic Maps (Hall, 1973; PG&E, 2014; Dibblee, 2006; Wiegers, 2011; and Lettis and Hall, 1994), depict geologic conditions in the vicinity of the property. Plates 3B, SB, 6B and 7B present Geologic Explanations. Plate 8 is a Google image of the project site with current USGS fault lines from KMZ files. Plate 9 is the State of California Special Studies Zone Map in the area. Plate 10 is a PG&E LiDAR image of the area of the subject property, Plate 11 is a Regional Fault Map (Jennings, 20 I 0) that depicts Froom/Villaggio Specific Plan April 14, 2017 Preliminary Engineering Geology Investigation Project No. SL09734- I fault locations in the vicinity of the site. Plate 12 is a Superimposed Fault Map showing a compilation of faults mapped by others. Plate 13A, Historical Scismicity Map and Plate 13B, Historical Seismicity List depict significant historical earthquakes in the region. Plate 14, Landslide Hazards Map (San Luis Obispo County Department of Planning and Building, 1999) depicts the County of San Luis Obispo landslide hazard potential in the vicinity of the Site. Plate 15 is the Flood Insurance Rate Map and Explanations showing the location of the I 00-year flood zone in relation to the Site. Plate 16, Geologic Study Area Map (San Luis Obispo County Department of Planning and Building, 1996) depicts the property in relation to the geologic study area. GeoSolutions, Inc. conducted geological reconnaissance mapping, trenching, and drilling from the dates of May 18 to June 7, 2016. This report discusses geologic conditions observed at the Site and provides general engineering geologic recommendations regarding proposed development. This report was prepared in partial accordance with San Luis Obispo County Department of Planning and Building Land Use Ordinance Section 23.07.084 and Guidelines for Engineering Geology Reports, December 2013. The report is in partial conformance of the guidelines as the project is in conceptual planning stages and no final plans have been prepared. A Subsurface Fault Investigation and Development Setback Map report was prepared (detailed in a separate report) to assess the characteristics of the Los Osos fault through the subject site (GeoSolutions, Inc., April 14, 2017). For the fault investigation, a series of 10 sets of fault trenches (15 individual trenches total) were excavated. The fault at the site exhibited characteristics of active movement (movement within the last 11,000 years before present or Holocene in age, offset in colluvial sediments), Quaternary age (last 2 million years before present) movement, and pre-Quaternary movement (movement prior to 2 million years before present). Development setbacks from the Subsurface Fault Investigation and Development Setback Map report are provided within this Preliminary Engineering Geology Investigation report on Plates lD, 1 E, IF (where Plates lE and IF are enlargements of Plate ID). Specific recommendations for development setbacks are within the Subsurface Fault Investigation and Development Setback Map report, 2.0 CONCLUSIONS As no final development plans are prepared, no final statement can be made regarding geologic suitability of the proposed specific development at the site. However, general geologic site characteristics are provided for planning purposes. 2.1 Geologic Conditions Franciscan Complex formational units of metavolcanic rock, greywacke sandstone, serpenttmte, claystone, and chert were encountered near the surface, within borings and trenches, and along slopes in the vicinity of the property, Formational material is limited to the western upper-elevation areas of the site. Surface material in the eastern lower-elevations generally consists of very dark grayish brown sandy clay and dark gray clay encountered approximately from ground surface to various depths depending upon location. Underlying these surface material are formational units assigned to the Franciscan Complex. A total of six exploratory trenches and four soil borings by GeoSolutions, Inc. were conducted at the property for this Preliminary Engineering Geology Investigation. In addition, a fault study was conducted at the site and 15 fault trenches were excavated at the property for the fault study. Based upon observations made during the field investigations, excavation may be by conventional grading equipment in the upper elevation areas although localized hard to very hard rock conditions (chert, serpentite) should be anticipated during grading and underground utility excavation. Soil expansion is very high ( ei of 186 for one of the samples) via laboratory testing. Stability of cut and fill slopes in formational units and capability of geology to support structures is considered good if the recommendations within the Soils Engineering Report and this Engineering Geology Report are incorporated into design. Grading, 2 lieo!iolutions, 11\lc. n>=�'v,;:;_7;,,,,;o,.,,->C· � 0"'--ci'./,c;;c'':-;.o,;.,,,,= FroornJVillaggio Specific Plan April 14,2017 Preliminary Engineering Geology Investigation Project No. SL09734-l excavations, and site work (especially subsurface utilities) to be developed in the eastern lower-elevations at the Site should anticipate high-groundwater. 2.2 Landslides, Rockfall, and Liquefaction Slopes are primarily composed of Franciscan Complex units covered with a veneer of colluvium or alluvium. The western upper-elevation portion of the property is grossly stable. One landslide is mapped by the undersigned at the property although no landslides are mapped at the site on published maps. Slopes at the site appear generally stable. The potential for a non-seismically induced slope instability to affect the proposed development is considered low. The potential for rockfall at the overall site is considered low although one area demarcated on Plate IA shows a low to moderate potential for rockfall. The liquefaction hazard at the Site is considered low in the upper-elevations of the site. In the lower elevation areas, based on the consistency and relative density of the in-situ soils the potential for seismic liquefaction of soils at the Site is low. 2.3 Seismic The potential for ground rupture at the Site during ground shaking is considered moderate due to the presence of the Los Osos fault through the site. A fault study (GeoSolutions, Inc., April 14, 2017) was conducted at the site and development setbacks from the trace of the Los Osos fault through the site have been established. Two Site Class's for the proposed structures have been provided; the deepened alluvial deposits in the eastern lower-elevations at the site are Site Class E and the near-surface bedrock in the western upper-elevations are Site Class C. The Seismic Design Category for the proposed structures is D. The subject site is not located within an Earthquake Fault Zone. 2.4 Seismically Induced Hazards The potential for a tsunami to affect the Site is low due to elevation. Flooding associated with a seismic event is considered low due to the absence of a body of water upslope of the property. Assuming that the recommendations of the Soils Engineering Report are implemented, the potential for seismically induced settlement and differential settlement at the Site is considered to be low. Design am,, for the Site is equal to S01=0.425 g and S0s=0.854 g, for the western upper-portion of the Site (Site Class C) and SDJ=0.774g and S08=0.769 g for the eastern lower-portion of the Site (Site Class E). The potential for ridgetop shattering is considered moderate if structures are located at the top of local ridges or peaks. 2.5 Groundwater and Drainage Groundwater was encountered during the sub-surface investigation to a depth of 1.5 feet bgs in the eastern lower-elevations of the site. Ground water was not observed in the western upper-elevations of the site although springs were mapped in the upper elevations. Natural surface drainage is directed toward the established drainage at Froom Creek. 2.6 Asbestos Serpentinite rock was encountered at the site during the surface and subsurface investigation. A composite sample of serpentinite rock was submitted for laboratory analysis for asbestos and chrysotile asbestos was detected. Site disturbance is anticipated to be greater than I acre and San Luis Obispo County Air Resource Board dust control measures are recommended to be incorporated into project plans. The California Air Resources Board Section 93105 (California Code of Regulations, Title 17), Asbestos Airborne Toxic Control Measures for Construction, Grading, Quarrying, and Surface Mining Operations (e)(2), Requirements for Construction and Grading Operations state that dust mitigation 3 Froom/Villaggio Specific Plan April 14,2017 Preliminary Engineering Geology Investigation Project No. SL09734- l measures be initiated at the start and maintained throughout the duration of the construction or grading activity. 3,0 GENERAL RECOMMENDATIONS It is understood that specific plans are not available so only general recommendations are provided for planning purposes. Recommendations include: I. It is recommended that the project utilize different seismic design criteria according to general location of proposed development. As there is deepened alluvium in the eastern lower-elevations and near-surface formational material in the western upper-elevations, seismic design criteria may be different according to general area of development. 2. It is recommended that the recommendations within the GeoSolutions, Inc. April 14, 2017 Fault Investigation and Development Setback report be incorporated into design. 3. It is recommended that loose surface rocks in the potential rockfall hazard area be removed or mitigation (small berm, ditch, fence, wall) be established upslope of proposed development to mitigate the potential for rocks to roll toward the development. As development plans become available, mitigation may be incorporated into the design of the development. 4. It is recommended that the soils engineer and engineering geologist review the project plans prior to construction. 5. Difficult digging/excavation conditions should be anticipated due to hard rock conditions in upper western topographic areas at the site within Franciscan Complex material. 6. It is recommended that the recommendations within the project Soils Engineering Report be incorporated into design. 7. It is recommended that the project engineering geologist and soils engineer observe foundation excavations, keyway, and benching excavations and conduct site visits during construction to verify recommendations within this report and the Soils Engineering report. 8. It is recommended that keyways and benches of fill slopes be founded into Franciscan Complex material where possible. It is recommended that keyways and benches follow current Building Code guidelines. Drainage of these keyways will be assessed at time of construction. 9. Foundations for structures are recommended to be in engineered fill, within Franciscan Complex material, or competent native material. There is a potential for differential settlement occurring between foundations supported on two soil materials having different settlement characteristics, such as native soil, formational material, and engineered fill. It is recommended that all of the foundations are founded in equally competent uniform material. 10. Surface drainage is recommended to be controlled to prevent concentrated water-flow on either natural or constructed slopes. Surface drainage gradients should be planned to prevent ponding and promote drainage of surface water away from building foundations, edges of pavements and sidewalks or natural or man-made slopes. 11. Seepage is anticipated along the interface of the surface alluvial/colluvial materials and the underlying formational units. Seepage within formational units should also be anticipated. 4 Froom/Villaggio Specific Plan April 14,2017 Preliminary Engineering Geology Investigation Project No. SL09734-1 Surface drainage facilities (graded swales, gutters, positive grades, etc) are recommended at the base of cut slopes that allow surfacing water to be transferred away from the base of the slope. The project designer is recommended to offer specific design criteria for mitigation of water drainage behind walls and other areas of the site. This is especially imperative upslope of retaining walls for residences. Material such as Akwadrain or Ameridrain or equivalent should to be installed on the wall per manufacturer's specifications. A contractor experienced in this type of installation should be consulted for this work. Drainage from the subsurface should not be connected into conduit from surface drains aud should not connect to downspout drainage pipes. 12. Drainage from surface and subsurface areas is recommended to be directed to established drainages. 13. Excavation, fill, and construction activities are recommended to be in accordance with appropriate codes and ordinances of the City of San Luis Obispo. In addition, unusual subsurface conditions encountered during grading such as springs or fill material are recommended to be brought to the attention of the Engineering Geologist and Soils Engineer. 14. It is recommended that numerical slope stability analyses be conducted on permanent soil or rock slopes cut steeper than 2-to-l (horizontal to vertical). Due to the presence of competent units of the Franciscan Complex in the subsurface, on-retained cut slopes up to 1.5-to-1 (horizontal to vertical) may be considered under the supervision of the Engineering Geologist or Soil Engineer after determining rock quality and performing a stability analysis at that particular location. Locally steeper slopes may be allowed depending on further study and slope stability analysis. 15. The following dust mitigation measures are recommended to be initiated at the start and maintained throughout the duration of the construction or grading activity. i. Construction vehicle speed at the work site must be limited to fifteen (15) miles per hour or less; 11. Prior to any ground disturbance, sufficient water must be applied to the areas to be disturbed to prevent visible emissions from crossing the property line; iii. Areas to be graded or excavated must be kept adequately wetted to prevent visible emissions from crossing the property line; iv, Storage piles must be kept adequately wetted, treated with a chemical dust suppressant, or covered when material is not being added to or removed from the pile; v, Equipment must be washed down before moving from the property onto a paved public road; and vi. Visible track-out on the paved public road must be cleaned using wet sweeping or a HEPA filter equipped vacuum device within twenty-four (24) hours. vii. A dust mitigation plan is recommended for the site. 16. Fill slopes designed or constructed steeper than California Building Code requirements (2-to-l horizontal to vertical) are recommended to be evaluated by a numerical slope stability analysis completed by the project soils engineer. 17. It is recommended that contractors be aware of potential high groundwater in the lower eastern topographic areas. Ground stabilization may be necessary and methods and requirements may be predicated on the depth to groundwater during construction. 5 lieo!iolutions, INC. .��:-Y:!?," :.";;;_," p _, Y/"" ��";::x=")Y:::7��"'""' Frocm/Villaggic Specific Plan April 14, 2017 Preliminary Engineering Geology Investigation Project No. SL09734- I 4.0 SITE DESCRIPTION Figure 2: View north of the lower elevations at the Site. The Site is characterized by flat to rolling grassland with an existing irrigation basin which rises to a steep, rocky hill at the westerly edge of the property, known as the Trish Hills Natural Reserve. The Site is currently developed with few farm/ranch buildings and undeveloped amongst most of the southern portion of the site utilized for animal grazing. Annual grasses, shrubs and a few trees currently vegetate the Site. Surface drainage generally follows the topography toward the east primarily toward the Froom Creek drainage. Anticipated cut and fill is not known at this time. The property will hereafter be referred to as the "Site." Elevation varies but lower elevations are approximately 110 feet above sea level. The signing Certified Engineering Geologist conducted site investigation on May 19 and June 7, 2016. Figure 2 shows a general picture of the site from upper elevations of the property looking northeast. The Froom/EI Villaggio Specific Plan is located in the general vicinity of 35.248050 degrees north latitude and 120.686144 degrees west. The property is irregular in shape and 111.39 acres in size. The site is bounded by Los Osos Valley Road to the north-east, the Home Depot I T.J Maxx development to the north-west, a combination of development and open space to the south, and the Irish Hills Natural Reserve open space to the west. The nearest major intersection is where Los Osos Valley Road intersects Highway 101 approximately 500 feet south from the most easterly portion of the property. 5.0 PURPOSE AND SCOPE The purpose of this study was to evaluate engineering geologic hazards at the Site and to develop conclusions and recommendations regarding general site development. The scope of this investigation consisted of: l. Research and review of pertinent published geologic literature, regional faulting and seismieity maps, previous site investigations, aerial photographs, topographic maps, LiDAR imagery, consulting reports, and web-based information as listed in the reference section of this report; 2. A review of regional faulting and seismieity hazards. 3. Meetings with project planners and developer regarding proposed development; 4. A review of landslide potential, surface water and groundwater conditions, and liquefaction hazards. 5. Subsurface investigation including trenching and drilling to determine subsurface conditions. 6. Development of general recommendations for site preparation. 7, Preparation of this report that summarizes our findings, conclusions, and recommendations regarding engineering geology aspects of the project. 6 lieo!iolutions, 11\lc. FroornNillaggio Specific Plan April 14,2017 6.0 ENGINEERING GEOLOGY INVESTIGATION 6.1 Regional Geology Preliminary Engineering Geology Investigation Project No, SL09734-1 The site is located in the vicinity of the San Luis Range of the Coast Range Geomorphic Province of California. The Coast Ranges lie between the Pacific Ocean and the Sacramento-San Joaquin Valley and trend northwesterly along the California Coast for approximately 600 miles between Santa Maria and the Oregon border. 6,2 Local Geology Locally, the site is located along the southwestern flank of the local Santa Lucia Mountain Range and east of the adjacent Irish Hills. The site is generally within Franciscan Complex units and alluvial deposits. Plates 3A, 4, SA, 6A, and 7A are Regional Geologic Maps of the general vicinity of the Site and Plates 3B, SB, 6B, and 7B provide descriptions of these Regional Geologic Maps (Hall, 1973; PG&E, 2014; Dibblee, 2006; Wiegers, 2011; and Lettis and Hall, 1994). Tbese authors have generally mapped the site as within Jurassic and Cretaceous age (205- 63 mybp) Franciscan Complex units with alluvial material in the lower elevations. Our exploration of the area generally encountered units of the Franciscan Complex and alluvial deposits. Information derived from the subsurface exploration was used to classify subsurface soil and formational units and to supplement geologic mapping. Subsurface investigation was performed by GeoSolutions, Inc. for this study and consisted of 4 borings and 7 trenches (labeled OST-# for the soil investigation trenches). A fault study was also conducted at the site and a series of 15-fault trenches were excavated to determine subsurface conditions (fault trenches are labeled T-#). Boring depth was to a maximum of 46 feet and trench depth was to a maximum of25 feet below land surface (bis). 6,2.1 Surficial Units Drilling was focused on the lower elevations at the property to ascertain the depth and consistency of the subsurface conditions. The surface materials at the Site generally consisted of very dark grayish brown sandy fat CLAY (CH) encountered in a dry and soft to film condition and dark brown to black sandy CLAY (CH) encountered in a very moist and firm to stiff condition to approximately 45.5 feet bgs. The material in the lower elevations of the site is termed "colluvium" (Qc) and alluvium (Qal). Borings B-1, B-3, and B-4 encountered clay, saudy clay, and/or clayey sand to termination at 10 feet bls. Boring B-2 terminated at approximately 46 feet in hard material interpreted as Franciscan Complex, which is also referred to as competent formational material. Highest groundwater was encountered in boring B-3 at a depth of 1.5 feet. Soft, wet clay was observed in the lower topographic area borings. Generally, the upper topographic areas encountered dense material at depth within the formational unit. Units at the site consist of the following: Fill - Fill was interpreted at the property in developed areas and is comprised of clay, silt, sand, and gravel. Colluvinm - Colluvial material encountered at the project is assumed Holocene in age. Colluvial material is olive black (SYR 2.5/1 ), dark gray (I OYR4/1 ), very dark greyish brown (I OYR 3/2), black (1 OYR 2/1) and is interpreted to be resultant from weathering of underlying soil and rock material. Variations in colluvial material occurred according to location. Caliche (calcium carbonate) is observed within this unit. Colluvial deposits within fault trenches T-2A and T-2B 7 lieo§olutlons, 11\lc. .�s,,C\, ,,.$,J>,A,.-"''"'/'W 0', ",. ,�7�' ,2/)'.'.�JC,:,,-,.,,,,• Froom/Villaggio Specific Plan April 14,2017 Preliminary Engineering Geology Investigation Project No. SL09734-l were logged in detail by Lettis Consultants International, Inc. (LC!). Photo logs of the LCI trenches are contained within Appendix A. LC! states the colluvium is "silt with occasional pebble to medium cobbles, Brown (IOYR 4/3); clasts are dominantly Franciscan, increasing in size to small boulders to west, angular, fractured, slightly weathered, matrix is eolian silt, with some clay and sparse fine sand; loose, moist, slightly to moderately cohesive; a surface soil sequence is developing in unit." Thickness of this unit varies depending upon location but, in general, is approximately I to 3 feet thick as observed within the fault trenches. Landslide Deposits - Landslide deposits are mapped in a small section of the subject property just south of City of San Luis Obispo property. This material is composed of clay, silt, sand, gravel, and cobbles. Color varies depending upon location but is generally olive brown 2.SY 4/4. Thickness is unknown but is estimated to be approximately I foot to several feet depending upon location. No trenches or borings encountered this material which is interpreted from surface expression. Stream Deposits - Stream deposits are assumed Holocene in age. Stream deposits were observed in fault trench T-5. This unit is composed of gravel and cobbles in a matrix of sand and silt. This material appears to be derived from Froom Creek drainage. Color was light yellowish brown, I OYR 6/4. Thickness of this unit within the trench is approximately less than one foot but could be thicker depending upon area especially within stream areas. This material is mapped along the Froom Creek drainage that flows through the property Alluvial Deposits - Alluvial material was encountered within most fault trenches (T-#) during the fault investigation. Generally, alluvium within the fault trenches encompasses that material that underlies colluvium and overlies Franciscan Complex bedrock. Generally, alluvial deposits are comprised of clay, sand, silt, pebbles, cobbles, and boulders (up to 2-feet diameter). Clasts were composed primarily of Franciscan Complex rock and Monterey Formation material that is rounded to subrounded. Caliche was observed within this unit. Most Alluvium is matrix (sand, clay) supported. Color of the unit varied depending upon location. Colors ranged from moderate yellowish brown (JOY 5/4), pale yellow (SY 7/3), brownish yellow (IOYR 6/6), brown (7.5 YR 4/4), pale brown (10 YR 6/3), dark greyish brown (IOYR 4/2), dark brown (1 OYR 3/3), to dark yellowish brown (1 OYR 4/4). Trenching to obtain soil samples for soils engineering purposes (trenches labeled OST-#) occurred at the property. Trenches OST-I and GST-2 encountered reddish brown silty and sandy clay termed colluvium from ground surface to 2 feet bls. Franciscan complex material was below colluvium to total depth of approximately 4.5 feet bls. Trench GST-3 encountered dark brown silty clay with rounded cobbles (to I-foot diameter) from ground surface to 1.5 bls. This material is interpreted as alluvium. Franciscan complex material was below this alluvium to total depth of 2.5 feet bis. Trench GST-4 encountered a pebbly silty clay interpreted as alluvial deposits from ground surface to total depth of 8 feet bls. Trench GST-5 encountered dark brown silty clay (interpreted as colluvium) from ground surface to 2 feet bls with Franciscan Complex material below. Trench GST-5 encountered dark brown silty clay (interpreted as colluvium) from ground surface to 2 feet bls with Franciscan Complex material below. Trench GST-6 encountered dark brown clay (interpreted as colluvium) from ground surface to 3.5 feet bgs. Trench GST-7 encountered silty sandy clay with cobbles, pebbles, and boulders to a depth of 25 feet bls. This material is interpreted as alluvium. 8 lieo!iolutions, 11\lc. _v,-"':;,,,C:/r,_,,�,A-,-"'"�,f''<� <, ,0, ,,/;,,_;,-="'-· Froom/Villaggio Specific Plan April 14, 2017 6.2.2 Formational Units Preliminary Engineering Geology Investigation Project No. SL09734-1 Hall (1975) describes the Franciscan Complex (KJfinv) as metavolcanic rocks, primarily greenstone (metamorphosed from basalt), and diabase commonly associated with red chert, Hall et al. (1979) describes the Franciscan Complex (KJfmv) as metavolcanic rocks (greenstone), primarily metamorphosed basalt and diabase. Commonly associated with red chert. Locally dark red and extensively sheared. Considered to be tectonic blocks on or within or below Franciscan melange and probably equivalent to upper part of Jurassic ophiolite. The thickness is unknown but is likely several thousand feet. The Franciscan Complex encountered during the geologic mapping and subsurface investigation included metavolcanic rock, greywacke sandstone, serpentinite, claystone, and chert. The thickness of Franciscan Complex at the Site is unknown. Outcrop of chert, serpentinite, and greywacke sandstone of the Franciscan Complex was observed at the site. PG&E (6/2014) describes the Franciscan Complex in the following manner: The Cretaceous to Jurassic Franciscan Complex (unit symbol KJJ where undifferentiated) in the project area consists of multiple lithologies. The most widespread Franciscan Complex unit is melange (unit symbol KJfin) with knockers of graywacke (g,1'.); shale (sh); schist (sch); blueschist (bs); conglomerate (cg); metavolcanic rocks (mv); silica carbonate (sc); and green, white, or red chert (ch). Also widespread are mapped bodies of metavolcanic rocks (KJfinv); serpentinite (s); and graywacke (KJfg). In one area-Port San Luis-a mappable body of ophiolite is categorized as part of the Franciscan Complex (KJfo), reflecting its emplacement history and honoring the original age designation of these rocks by Hall (] 973a). Lithologic contacts within the Franciscan Complex are almost exclusively faulted. In contrast, unit boundaries between the Franciscan Complex and younger units are a mixture of unconformable contacts and fault contacts. At the surface, the size distribution of sub-units within the Franciscan Complex is considerable, ranging in scale from several meters to several kilometers; it is likely that such a size distribution is present at depth. Within any given sub-unit, the size and density distribution of 'fracturing and other rock discontinuities is also variable between scales of tens to hundreds of meters. This results in frequent juxtaposition of highly fractured and competent bedrock. Structural attitudes were difficult to observe at the Site due to the massive, highly fractured, and weathered composition of the formational unit. No attitudes were obtained at the site. Cross sections A-A' and B-B' presents a subsurface interpretation of the property. Section A-A' is from the upper elevations to the lower elevations. Section B-B' is along the lower elevation portion of the property; Section B-B' is almost exclusively within alluvial deposits with underlying Franciscan Complex bedrock. As the property is large, variation in rock type should be expected. Franciscan Complex rock at the site varies from fresh to very intensely weathered, very hard to very soft, and massive to slightly bedded (in chert). Fractures within the rock varied depending upon the rock type and location, and varied from moderately to very closely spaced, discontinuous to slightly continuous, fracture ends could be seen in the exposure, openness was tight to moderately wide, filling thickness was no film coating to moderately thin, moderately healed, stepped to smooth roughness, and dry fractures with water flow possible. Hardness of the rock varies; chert and some types of 9 lieo!iolutions, INC. ��,- "':<:�:/,: ,- �_,,,,,-1L7:7''"" --c,-/,,,;Yf; ,..:5; �,'�""'""',,,_., FroomNillaggio Specific Plan April 14,2017 Preliminary Engineering Geology Investigation Project No. SL09734-l serpentinite are very hard and may require special excavation techniques. It should be anticipated that utility trenches and cuts may encounter difficult excavation due to rock hardness. 6,3 Surface and Groundwater Conditions Surface drainage flows approximately east in the upper elevations toward Froom drainage. Froom drainage was dry during our site visits. During the surface and subsurface investigation, the highest groundwater was encountered at 1.5 feet bgs and varies with location. Springs were observed at the property and are noted on the Site Engineering Geology Maps. At least two water wells are known on the property. 7.0 LANDSLIDES A landslide was mapped at the site but no landslide is represented on published geologic maps. Small surface slumps were also observed on the property. Airphoto analysis does not show indication of large-scale landslide material at the property. Due to the presence of near surface Franciscan Complex units, the non-seismic landslide potential at the Site is considered low. 8.0 FLOODING AND SEVERE EROSION The site has locations that are within or near the 100-year flood zone based on Federal Emergency Management Agency flood zone maps (Plate l 5A). 9.0 ON-SITE SEPTIC SYSTEMS No septic system is proposed. The project will utilize a community sewer and water system. 10.0 HYDROCOLLAPSE OF ALLUVIAL FAN SOILS The potential of hydrocollapse of soils is assumed to be moderate if cyclical watering/dewatering of sediments in the lower elevation areas is conducted. 11.0 REGIONAL FAULTING AND SEISMICITY Similar to the surrounding areas, the Site may be affected by moderate to major earthquakes centered on one of the known large, active faults listed in Table 1 below. Moment magnitudes are expressed, although any significant event on these faults could result in moderate to severe ground shaking at the subject site. The potential for ground failure at the Site during ground shaking is considered moderate due to the likely presence of the Los Osos fault traversing through the site. I TABLE N0.1-Holocene Active Faults I Closest Active Faults to Site Approximate Distance (miles) Moment Magnitude Los Osos 1.5 7.0 Hosgri 8 7.5 San Andreas 38 8.0 The closest known active Quaternary age fault is the Los Osos fault approximately located at the property. The closest known active portion of a Holocene age fault is the active Los Osos fault that is located approximately 8,000 feet north-northwest of the Site (Jennings, 2010). Plate 11 is a Regional Fault Map for the area. Plate 7 A IO Froom/Villaggio Specific Plan April 14,2017 Preliminary Engineering Geology Investigation Project No. SL09734-l depicts the location of the Earthquake Fault Zone in relation to the Madonna Froom site. The San Andreas fault is the most likely active fault to produce ground shaking at the Site although it is not expected to generate the highest ground accelerations because of its distance from the Site. The potential for ridge-top shattering or ridge-top spreading is considered moderate if structures arc located on local ridge lines or peaks. However, obvious evidence of ridge-top spreading, shattered ground, sharply defined scarps, side hill benches, shallow depressions, fissures, sackung, or linear troughs were not observed during the site investigation. lLl Los Osos Fault The Los Osos fault is mapped through the subject property as depicted on Plates IA - IF. Lettis and Hall (1994) subdivided the Los Osos fault into four segments, from the northwest to the southwest they are the Estero Bay, Irish Hills, Lopez Reservoir, and Newsom Ridge segments. The Irish Hills segment is about IO to 12 miles long and extends from the Pacific Ocean near Los Osos eastward to San Luis Creek and includes the study area. This segment of the fault forms the boundary between the Los Osos Valley and the Irish Hills and has documented Holocene offset (PG&E, 1988). P.O. & E. suggests that the Irish Hills segment displays the most well-expressed geomorphic features displacing late Pleistocene and Holocene deposits. A portion of the Irish Hills segment is considered active and has been included within Alquist-Priolo zoning by the State of California (1990). Plate 9 depicts the Earthquake Fault Zone Map (State of California, 1990). Plate 7 A depicts the approximate location of the Earthquake Fault Zone in relation to the Madonna Froom site. The Los Osos fault zone has had a complex history of both strike-slip and dip-slip displacement (Lettis and Hall, 1990). The fault zone is a 50 km long, 2 km wide system of discontinuous, subparallel, and en echelon fault traces extending from Estero Bay on the north to an intersection with the West Huasna fault southeast of San Luis Obispo. Along the coast, the fault zone truncates a flight of marine terraces, indicating a vertical rate of separation across the fault zone of about 0.2 mm/yr. Preliminary results from new geomorphic mapping, interpretation of reprocessed seismic-reflection data, analysis of seismicity data, and structural analysis suggest that the fault zone dips steeply to the southeast ( 45 to 70 degrees or possibly steeper), and may be primarily an oblique-slip fault, with a significant component of dip slip to accommodate uplift of the range. (PG&E, January, 2011, Shoreline fault study) A fault study was conducted at the site and referenced herein. The Los Osos fault at the site exhibited characteristics of active movement (movement within the last 11,000 years before present or Holocene in age, offset in colluvial sediments), Quaternary age (last 2 million years before present) movement, and pre-Quaternary movement (movement prior to 2 million years before present). Strike of the fault in several of the trenches is approximately similar. Fault strike in Trench 3A is N50W, in Trench 3B is N60W, in Trench 2B is N42W (to approximately N24W), Trench T-7 is N27W. The fault study recommended development setbacks according to activity of the fault. Fault trench logs are contained in Appendix A. Jennings 2010, maps the Los Osos fault through the site as "Late Quaternary fault displacement (during past 700,000 years). Geomorphic evidence similar to that described for Holocene faults except features are less distinct. Faulting may be younger, but Jack of younger overlying deposits precludes more accurate age classification." An active fault section of the Los Osos fault located approximately 8,000 feet northwest of the subject property is labeled on the Jennings, 2010 map (Plate 11) as "Holocene fault displacement (during past 11,700 years) without historic record. Geomorphic evidence for Holocene faulting includes sag ponds, scarps showing little erosion, or the following features in Holocene age deposits: offset stream courses, linear scarps, shutter ridges, and triangular faceted spurs. Recency of faulting offshore is based on the interpreted age of the youngest strata displaced by faulting". Studies performed by P.G. & E. (1988) indicate that the fault is a zone of 11 lieo!iolutions, INC. -,,/'Q,;:./j�:.::-,,,_,,,,d /,;, ,"!/_./,,,,\; Froom/Villaggio Specific Plan April 14,2017 northwest trending high and displacement. Preliminary Engineering Geology Investigation Project No. SL09734-1 low angle faults that exhibits a complex history of both strike slip and reverse The Los Osos fault is described by PG&E (6-2014) in the following manner: The Los Osos fault zone was characterized by the LTSP (PG&E, 1988) and Lettis and Hall (1994) as a late Quaternary reverse fault that defines the northern and northeastern margin of the San Luis Range. The Los Osos fault is characterized in the vicinity of the Madonna Froom areas as: The southeastern most reach of the Los Osos fault zone within the Irish Hills study area- informally named the east reach-is approximately 6 to 7 km long and is located between San Luis Obispo Creek and a point approximately 2 km west-northwest of the intersection of West Foothill Boulevard and Los Osos Valley Road (A portion of this reach is depicted on Plate 7 A of this Madonna Froom report). This reach includes abrupt scarps and tonal and vegetative lineaments al and near the range front and a linear fault zone within Franciscan Complex serpentinite along the foothills south of the range front (Lettis and Hall, 1994). No systematic lateral deflection of streams crossing the lineaments or bedrock fault traces was noted from LiDAR or field evaluation. Paleoseismic trenches across several lineaments and the bedrock fault zone revealed evidence for late Quaternary faulting along the east reach, although the relationships between faulting, scarp formation, and differential uplift of the Irish Hills relative to the Los Osos Valley were locally unclear and conflicting (Lettis and Hall, 1994). The northeastern-most trench-Ingley trench T-2- crossed a northeast-facing, ti-m-high topographic scarp near Los Osos Valley Road and contained evidence for a gently (22 to 29°) southwest dipping zone of thrust faults within alluvium that shortened and repeated a prominent soil horizon. Slickensides were consistent with dip-slip faulting and a left-lateral component. The faulting exposed here was interpreted to be the range front Los Osos fault. Other trenches upslope of the Ingley trench T-2 were less straightforward. For example, a trench across the bedrock fault zone (Ellsworth trench T-1) exposed evidence for faulted Quaternary gravels along a steeply northeast-dipping fault with souihwestside-down vertical separation. Striations and folding of Quaternary strata were consistent with northeast- (valley-) side-up reverse faulting. Trenches across prominent scarps farther downslope (at the Cuesta and Ingley sites) exposed evidence that some scarps were not associated with faulting and thus were most likely erosional (Cuesta trench T-1), some faults offsetting Quaternary alluvium did not have recognizable geomorphic expression (Cuesta trench T-3), and a prominent northeast- (valley-) side-down scarp was underlain by a northeast-dipping fault placing Franciscan Complex melange in the hanging wall against Quaternary alluvium in the footwall (indicating valley-side up faulting) with slickensides consistent with pure dip slip (Cuesta trenches T-2 and T-3). Other faults with geomorphic expression similarly showed evidence for northeast- (valley-) side-up reverse displacement with Franciscan Complex rocks faulted against late Quaternary deposits (Ingley trench T-1). Lettis and Hall (1994) proposed alternative explanations for the unexpected observations, including scarp formation by erosional (as opposed to tectonic) processes, and normal reactivation of earlier Quaternary reverse faults. The preferred interpretation in general was that deformation observed in trenches in the foothills and near the range front 1Vas secondary, hanging-wall deformation above an underlying, southwest-dipping thrust or reverse fault that projected up dip to the range front of the Irish Hills (e.g., such as at Ingley trench T-2). Alternative interpretations to explain the conflicting relationship between the geomorphic scarps and faulting observed in the trenches were proposed with implications for possible changes in dip with depth on an underlying range- front fault (Lettis and Hall, 1994). Although the east reach of the Los Osos fault zone within the Irish Hills segment includes the strongest evidence for a shallow or emergent, southwest-dipping Los Osos reverse fault, the 12 lieo!iolutions, 11\lc. ,,,.,,.,.-;;;C "" jX�J+ "'� "'"Z'zz>:>�,,;:-:JYS�,,,�:c�-,. Froom/Villaggio Specific Plan April 14,2017 Preliminary Engineering Geology Investigation Project No. SL09734-l absence of a footwall basin, and the lack of a compelling, laterally-continuous fault (or fault scarp) at the surface is also consistent with a mostly blind Los Osos reverse fault or afold hinge at the range front that is locally broken by discontinuous faults. Interpretations of seismic- reflection data across the east and east-central reaches of the Irish Hills should consider the observations of steep faulting in Franciscan Complex rocks at the surface (particularly the serpentinite-defined fault zone along the foothills sub-parallel to the range front), a locally observed southwest-dipping thrust fault at the range front, possible changes in fault dip with depth beneath the foothills, and alternative hypotheses for active structures that can accommodate differential uplift of the Irish Hills relative to the Los Osos Valley. Comparing the faulting characteristics from the above description with observed faulting characteristics within fault trenches excavated at the Madonna Froom site, the site generally shows a southwest-dipping fault that is broken by discontinuous faults. Although the Los Osos fault as mapped at the Madonna Froom site exhibited discontinuities (ie, Holocene-active faulted areas and Quaternary age { older} faulted areas (ie fault trenches T-4, T-IOB), the study at the Madonna Froom site conservatively recommended a development setback region along the fault. 11.2 Ground Shaking Estimating the design ground motions at the Site depends on many factors including the distance from the Site to known active faults; the expected magnitude and rate of recurrence of seismic events produced on such faults; the source-to-site ground motion attenuation characteristics; and the Site soil profile characteristics. According to section 1613 of the 2016 CBC (CBSC, 2016), all structures and portions of structures should be designed to resist the effects of seismic loadings caused by earthquake ground motions in accordance with the ASCE 7 2010 Minimum Design Loads for Buildings and Other Structures, hereafter referred to as ASCE7-10 (ASCE, 2013). The Site soil profile classification (Site Class) can be determined by the average soil properties in the upper 100 feet of the Site profile and the criteria provided in Table 20.3-1 of ASCE7-l 0. Spectral response accelerations, peak ground accelerations, and site coefficients provided in this report were obtained using the computer-based U.S. Seismic Design Map tool available from the United States Geological Survey website (USGS, 2013). This program utilizes the methods developed in the 1997, 2000, 2003, 2008 and 2013 errata editions of the NEHRP Recommended Provisions for Seismic Regulations for New Buildings and Other Structures in conjunction with user-inputted Site latitude and longitude coordinates to calculate seismic design parameters and response spectra (both for period and displacement) for soil profile Site Classes A through E. Site coordinates of 35.24805 degrees north latitude and -120.686144 degrees west longitude were used in the web-based probabilistic seismic hazard analysis (USGS, 2013). Based on the results from the in-situ tests performed during the field investigation, the Site was defined as Site Class E, Soft Soil for the eastern lower-elevations of the Site and Site Class C, Very Dense Soil and Soft Rock profile for the western upper-elevations of the Site profile per ASCE7-10, Chapter 20. Relevant seismic design parameters obtained from the program area are summarized in Table 2: Seismic Design Parameters. 13 lieo!iolutions, 11\ic. -�-�- "�,JJ;;,,;;;�-" --- - "'-" ··--0"',;,+->"��----- Froom/Villaggio Specific Plan April 14, 2017 Table 2: Seismic Design Parameters 11.3 Ground Surface Rupture Due to Faulting Preliminary Engineering Geology rnvcstigation Project No. SL09734- I E - Soft Clay (lower elevations) C - Very dense soil/soft rock (upper elevations Varies 0.425 g for western upper elevations 0.774 g for eastern lower elevations 0.854 g for western upper elevations 0.769 g for eastern lower elevations The Alquist-Priolo Earthquake Fault Zoning Act of 1972 requires that the California State Geologist establish Earthquake Fault Zones around the surface traces of active faults and to issue appropriate maps. The subject site is not located within an Earthquake Fault Zone (Jennings, 20 I 0) although an Earthquake Fault Zone is located approximately 8,000 feet north/northwest of the site (see Plate 7 A for location of Earthquake Fault Zone in vicinity of subject site). 11.4 Seismically Induced Water Waves and Flooding Tsunamis and seiches are two types of water waves that are generated by earthquake events. Tsunamis are broad-wavelength ocean waves and seiches are standing waves within confined bodies of water, typically reservoirs. The potential for a tsunami to affect the Site is low due to distance from the ocean. Flooding associated with a seismic event is considered low due to the absence of a body of water upslope of the property. 11.5 Seismically Induced Settlement aud Slope Failure There is a low potential for seismically induced settlement in the western upper topographic areas at the Site based upon the depth to Franciscan Complex units and densities within the subsurface. There is a potential for seismically induced settlement in the eastern lower topographic areas at the Site based upon the depth of the sediments and densities within the subsurface, however, assuming that the recommendations of the Preliminary Soils Engineering Report are implemented, the potential for seismically induced settlement and differential settlement at the Site improvements is considered to be low. The potential for seismically induced slope failure is considered low due to the presence of near- surface Franciscan Complex material within the subsurface on western upper elevations of the property. 12.0 LIQUEFACTION ANALYSIS In the context of soil mechanics, liquefaction is the process that occurs when the dynamic loading of a soil mass causes the shear strength of the soil mass to rapidly decrease. Liquefaction can occur in saturated cohesionless soils. 14 6eo!iolutions, 11\ic. Froom/Villaggio Specific Plan April 14, 2017 Preliminary Engineering Geology Investigation Project No. SL09734-l The most typical liquefaction-induced failures include consolidation of liquefied soils, surface sand boils, lateral spreading of the ground surface, bearing capacity failures of structural foundations, flotation of buried structures, and differential settlement of above-ground structures. Liquefiable soils must undergo dynamic loading before liquefaction occurs. Ground motion from an earthquake may induce large-amplitude cyclic reversals of shear stresses within a soil mass. Repetitive lateral and vertical loading and unloading usually results from this process. This process is considered to be dynamic loading. In a liquefiable soil mass, liquefaction may occur as a result of the dynamic loading caused by ground motion produced by an earthquake. The presence of loose, poorly graded, fine sand material that is saturated by groundwater within an area that is known to be subjected to high intensity earthquakes and long-duration ground motion are the key factors that indicate potentially liquefiable areas and conditions that lead to liquefaction. Based on the consistency and relative density of the in-situ soils the potential for seismic liquefaction of soils at the Site is low. 13.0 GEOLOGIC HAZARDS 13.1 Expansive Soils The expansion potential of soils vary from medium (ei = 79) to very high (ei = 186). 13.2 Naturally Occurring Asbestos Serpentinite rock was encountered at the site during the surface and subsurface investigation. Site disturbance is anticipated to be greater than 1 acre and San Luis Obispo County Air Resource Board dust control measures are recommended to be incorporated into project plans. Rock samples were collected from four locations where serpentinite was in outcrop. Laboratory analysis (CARB 435) results show that asbestos containing rocks ( chrysotile) are present at the site. Lab results are contained at the end of the rep mt. 13.3 Radon and Other Hazardous Gases The potential for radon or other hazardous gases is low due to the absence of Monterey formation bedrock and other gas producing formations. 14.0 SUBSIDENCE Causes of significant land subsidence in California include compaction and decreased void space as a result of reduced pore pressure due to de-watering or withdrawal of oil and gas; hydro-compaction of dry, loose, clayey soils; and oxidation of organic material and subsequent compaction of remaining soil material. Assuming that the recommendations of the Soils Engineering Report are implemented, the potential for subsidence at the Site with respect to development is considered to be low. 15.0 ROCKFALL HAZARD Plate !A depicts a line demarcated as a general extent of observed potential for rockfall (rocks observed lying on the surface) as observed during the site reconnaissance by the undersigned. The main criteria for establishment of this line is presence of rocks that were generally !-foot diameter and composition of generally serpentinite. Loose surface rocks in this area have a potential to roll during a seismic event. Mitigation is offered in the recommendations section of this report and is dependent upon type of development proposed in this area. 15 lieo!iolutions, 11\lc. --•/A:s::::"lt:',<v;;;;;:-',-:::::, :0- /£"J;::; ,_/'r;;,.:;-?!!0;;::;::;, Frooni/Villaggio Specific Plan April 14,2017 Preliminary Engineering Geology Investigation Project No. SL09734-1 Development within or downslope of the potential rockfall hazard may be affected. Slope gradient, rock size, sphericity of rocks, slope roughness, rock exposure dictate propensity of potential for rocks to roll. 16.0 VOLCANIC ERUPTION Volcanism in California is typically associated with the Cascade Ranges Geomorphic Province in northern California, and the Basin and Range Province on the eastern side of the Sierra Nevada Mountains. Prevailing westerly winds would most likely reduce the chance of ash fallout in the central California coastal area from volcanic activity on the eastern side of the Sierra Nevada. Other hazards generally related to volcanism are not pertinent to the subject site. 17.0 ADDITIONAL SERVICES The recommendations contained in this report are based on excavated exploratory trenches and borings and on the continuity of the sub-surface conditions encountered. It is assumed that GeoSolutions, Inc. will be retained to perform the following services: l. Consultation during plan development. 2. Plan review of final grading and drainage documents prior to construction. 3. Additionally, construction observation by the Project Engineering Geologist may be necessary to verify sub-surface conditions during excavation activities. 18.0 LIMITATIONS I. The recommendations contained in this report are based on Site reconnaissance; review of sub- surface data, and partly on certain plans, information, and data provided to us. Any changes in those plans, information and data will render our recommendations invalid unless we are commissioned to review the changes and to make any necessary modifications and/or additions to recommendations. 2. This report is issued with the understanding that it is the responsibility of the owner or his/her representative to ensure that the information in this report be incorporated into the project plans and recommendations contained herein be brought to the attention of the architect. The owner or his/ her representative is responsible to ensure that the necessary steps are taken to verify that the contractor and subcontractors comply with recommendations in the field. 3. Our recommendations have been made in accordance with the principles and practices generally employed by the engineering professions. This is in lieu of all other warranties, expressed or implied. Reference is made to our Agreement for Professional Services, which contains additional limitations concerning this project. 4. Any person concerned with this project who observes conditions or features of the Site or surrounding area that are different from those described in this report should report them immediately to this office for evaluation as part of an additional scope of work. Should additional evidence become available in the future that would indicate the need for additional study, this firm should be contacted. 5. As of the present date, the findings of this report are valid for the property studied. With the passage of time, changes in the conditions of a property can occur whether they are due to natural 16 FroomNillaggio Specific Plan April 14, 2017 Preliminary Engineering Geology Investigation Project No. SL09734-J END OF TEXT processes or to the works of man on this or adjacent properties. Therefore, this report should not be relied upon after a period of one (I) year without our review nor should it be used or is it applicable for any properties other than those studied. However many events such as floods, earthquakes, grading of the adjacent properties and building and municipal code changes could render sections of this report invalid in less than 1 year. 17 lieo!iolutions, 11\lt. ;,;/,"-::,,:v'->;,i-CC"-� ;W-v;;Vv ""-� -,c;_ v'c_\"v2=""'.c,,,,_ REFERENCES California Building Standards Commission (CBSC). (2016). 2016 California Building Code, California Code of Regulations, Title 24. Patt 2, Vol. 2. California Division of Mines and Geology, Fault Evaluation Report (FER) 200, Los Osos Fault Zone, San Luis Obispo County, California, Jerome Treiman, January 23, 1989. California Geological Survey, 2010, Fault Activity Map of California. Jennings C.W, Map Sheet 6 .. Dibblee, Thomas W., Jr .. Geologic Map of the San Luis Obispo Quadrangle. Dibblee Geologic Center Map Number DF-129. Santa Barbara Museum ofNatural History: June 2004. Dibblee, Thomas W., Jr .. Geologic Map of the Pismo Beach Quadrangle. Dibblee Geologic Center Map Number DF-212. Santa Barbara Museum of Natural History: June 2006. Earth Consultants International, November 18, 2016, Report - Soil Stratigraphic Assessments in Support of a Study to Characterize the Activity of Strands of the Los Osos Fault Exposed in Trenches Along the Los Osos Valley Road, in San Luis Obispo, California. ECI Project no. 3613. Federal Emergency Management Agency, Flood Insurance Rate Map, San Luis Obispo County, California, dated November 16, 2012, Map# 06079C1331G and 06079Cl330G. GeoSolutions, Inc., June 28, 2016, Soils Engineering Report, Froom I El Villaggio Specific Plan, APN 067- 241-030, 031, San Luis Obispo area of San Luis Obispo County, California. Project No. SL09734-1. GeoSolutions, Inc., in press (April 14, 2017), Subsurface Fault Investigation and Development Setback Map, Froom I El Villaggio Specific Plan, APN 067-241-030, 031, San Luis Obispo area of San Luis Obispo County, California. Project No. SL09734-2. Hall, C.A., 1973, Geology of the Arroyo Grande 15' Quadrangle, San Luis Obispo County, California, CDMG Map Sheet 24. Hall, C.A., Prior, S.W., 1975, Geologic Map of the Cayucos-San Luis Obispo Region, San Luis Obispo County, California: U.S. Geological Survey, Miscellaneous Field Studies Map, MF 686, Scale 1 :24000. Hall, C.A., Ernst, W.G., Prior, S.W., and Wiese, J.W., 1979, Geologic map of San Luis Obispo-San Simeon Region, California: U.S. Geological Survey, Miscellaneous Investigation Series, Map I-1097, Scale I :48,000. Lettis, W.R., and Hall, N.T., 1994. Los Osos fault zone, San Luis Obispo County, California: in Alterman, I.B., McMullen, R.B., Cluff, L.S., and Slemmons, D.B. (editors), Seismotectonics of the Central California Coast Range, Geological Society of America Special Paper 292, pp. 73-102. Lettis, W.R., Kelson, K.I., Wesling, J.R., Angell, M., Hanson, K.L., and Hall, N.T., 1994. Quaternary deformation of the San Luis Range, San Luis Obispo County, California: in Alterman, J.B., McMullen, R.B., Cluff, L.S., and Slemmons, D.B. (editors), Seismotectonics of the Central California Coast Ranges, Geological Society of America Special Paper 292, pp. 111-132. PG&E, January, 2011, Shoreline Fault Zone Report, Section 3 Regional Tectonic and Seismic Setting, Report to the U.S. Nuclear Regulatory Commission. PG&E, DCPP Mapping Project, Report Number: GEO.DCPP.TR.14.01, dated 6/30/2014. PG&E, 2011, Los Osos-Edna Valley, LiDAR data, Open Topography, http ://www.pge.com/mybusiness/edusafety /systemworks/dcpp/S SHA C/legacy _documents/ datasets/in dex.sh tml San Luis Obispo County Department of Planning and Building, December, 1999, Safety Element, San Luis Obispo County General Plan. San Luis Obispo County Department of Planning and Building, November 2, 1993, Land Use Element, Sheet 42-43. San Luis Obispo County Planning and Building Department, January 2005 (updated October, 2013), County Guidelines for Engineering Geology Reports. State of California. Department of Industrial Relations. California Code of Regulations. 2001 Edition. Title 8. Chapter 4: Division of Industrial Safety. Subchapter 4, Construction Safety Orders. Article 6: Excavations. http://www.dir.ca.gov/title8/sub4.html. State of California, Department of Transportation. Standard Specifications. State of California Department of Transportation Central Publication Distribution Unit: July 1999. United States Geological Survey, Geologic Hazards Science Center, US. Seismic Design Maps, http://geohazards.usgs.gov/designmaps/us/application.php website. January 24, 2014. United States Geological Survey. Map View - Geologic Maps of The Nation. Internet Application. USGS, 26 August, 2013. < http://ngmdb.usgs.gov/maps/MapView/> Wiegers, Mark 0., 2010, Geologic Map of the San Luis Obispo 7.5' Quadrangle, San Luis Obispo County, California, California Geologic Survey. Wiegers, Mark 0., 2011, Preliminary Geologic Map of the Pismo Beach 7.5' Quadrangle, San Luis Obispo County, California, California Geologic Survey. PLATES Plates IA, IB, IC - Site Engineering Geologic Map Plates ID, IE, IF - Fault Setback Maps Plate 2 - Site Cross Sections Plate 3A, 3B - Regional Geologic Map, Hall, 1973 and Geologic Explanations Plate 4 - Regional Geologic Map, PG&E, 2014 and Geologic Explanations Plate SA, SB - Regional Geologic Map, Dibblee, 2006 and Geologic Explanations Plate 6A, 6B - Regional Geologic Map, Weigers, 2011 Plate 7 A, 7B - Lettis & Hall, 1994 and Geologic Explanations Plate 8 - Google Image with USGS KMZ faulting- 2016 Plate 9 - Special Studies Zone - 1990 Plate 10-LiDAR Image - 2011 Plate 11 -Regional Fault Map, Jennings, 2010 and Explanations Plate 12 - Superimposed Fault Map Plate 13 A, 13 B - Historical Seismicity Map and Historical Seismicity List Plate 14 -Landslide Hazards Map, San Luis Obispo County Department of Building and Planning, 1999 Plate 15 -Flood Insurance Rate Map, FEMA, 1985 and Explanation Plate 16 - Geologic Study Area Map and Explanations, San Luis Obispo County Department of Building and Planning, 1993 ([) --"' 'C: :;::-- c ([) E ([) > 0 E 0 - ;,. 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"' I � ...... - 0 °' z = � c, "" <U -� V) o - b .0 00 �- 0 <I) 0 ' ,....; tr: ih -� � / � 00 0 ....... ::I V) ·, ' � � � el - I •n I ,, c � � � \ Ci 01 en ,._, V) w "' UJ � :'.;w > ;:::: M UJ z u zW � ow -s NZ :::,U co UJ >-- 0 V) w .__u � --' oZ 30 I ' .---< <( � "w \ 0--' )' c,:! w .___u co --0 0 \ > >-- ' 30 �ZI \ Cl ;:::: --' z "� 0 <( o-' u -"'">0 � >-- u.. z >-- ZI ! (") - o� >-- ;:::: ,-: u "' <( UJ - >w c...Z -w e.u 30 CON 0--' _o >-- Z I UJ > B .s b 0 - r-. - 01 � � - � o� tj- 0 ,o 00 a, � • ' s:?· -::3 TD 46ft· D@ O· A' --f--� PRc'PEITY NE E< re -a= ol LEGEND [ID � Dip Angle !/!-?- �:::::;�o:::::,oknown Horizontal scale exaggerated Artifical Fill Alluvlol Molerlal KJrs. KJlmvl Franciscan Complex ! B' 30.0 20.0 10.0 00.0 90.0 80.0 700 60.0 KJ ,� I 1 22+00' 23+00 24+00 zs-co 26+00 21+00 zs-oo 29+00 ao-oo · 31+00 32+00 33+00 34+oc . - - - l I I ' I ' ., f I I· 1 t I KJ(5./ Jnv ' w I r 11· , l:H j ll-i _J, 19 A I . ! :i'1-1 '!- -----i . r+t - r ]i-i---,---1-1'"- / ·,- : t I J� i I I L ·t ., ! ! -:?, Kj� 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 SCALE IN FEET - ' 5+00 4+00 "f' j r- r- I I I I B I +DO 2+00 3+00 "' i;;130·-·-=--- z120.A @110.0 -c i".;'.100. �,o."1=:t=t=t=1=1==l=t:::t:::t=t'r,ji!::t=:::l=:t=t=t=l=1==l=t:::t:::t:::t::t'.l'l:::t=:t=t=t=l=1==l=t:::t=l=:::t::t=t".':".l=j::jj 80.ALH----+-f--+---i---+-l---l--+--+f--<--i--l--f---l--l-- 70'ftEEEiMOOOOfflBWWfflmt Jls K: f KJI'--'---'--" 60. 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11 +00 ! 2+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21 +00 SCALE IN FEET � "' = 0 ...... ...... = - 0 rfl 0 (lJ C..? ' _!.!.!! ' _ Ool GeoSolutions, Inc. 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-2171 �... L " " .. , ,, '\. CONTOUR INTERVAL 20 AND 40 FEET DOTTED LINES REPRESENT IO- ANO 20,FEET CONTOURS Hall, 1973 REGIONAL GEOLOGIC MAP FROOM/El VILLAGGIO SPECIFIC PLAN SAN LUIS OBfSPO AREA, CALIFORNIA "1 PLATE 3A PROJECT NO: SL09734-l 0 -I z J> l> z x r rn l�:�oc�tit �������� -q, - \ .. /. \ -· b. T£flT/Af/Y rrnr11JflY ptemo fornuilu:m JURASSIC., l cserscsous r �����"---����-�, 1Jpp�· 1 ? � ::1 Sd a� ., .. ):� i� s n z Cl; �· :.l •" ij n . ; i ! •• i I a n ' '..!. ... G, 1 ' ' ·r ii s ":; �� " ; 'l ; -r a ii] 0 � l � -i a, 0 ,, t• :, J· :! j. " 0 �n "'· ll,, "'�" -·I .0 I 0 ff r{,,:: � g ffi I :, ;, S ;: n ,·I "' � ,, .. ::" s .• I J 3 l I �� • , • tr ] I :j l I 't J !!- • s s ' ' f g l l ' � j ; ' • " t J � , � u, N C') 00 � � 0 � r :r: "" PRO,c:-<": v, c -· 0 "' -e-rrc TJ) ;,."? &.s, w � c,- 0 ' 0 u, '6 '6 � g: c:t - ;,( -z: = '" "' w�o �§ii:z .,, "'-0 0 .... 0 � s· 0 ���·;i r �o -n G) .. � = .o :JJ rn co� rr, 00 ;::-: '11 ' ,;;. �to -;JJ. )? 0"' '"-' �g .... 'a O � ;;;· = �v,4 i..Sf) "' -c r w w . ....______,./ " "' ::; 0 Fault ----··?· l �I Tmr I Rlnccn Formallon o Ov Vaqueros o Sandstone Figure extent 0, San Luis Obispo • ------•• Lineament Nole: See Pia le 1 for full list of geologic u ·1 m s and symbols. N O 0.5 A 0��:::::m:::.._1 � 1 km Map projection and scale: WGS 84 / 2 UTM Zone 10N, 1 :40,061 AWD seismic reneclion line Vibrosels seismic reflection line Horizontal dlslance alon . 2,000 ft. increments 9 seismic line, Abbreviated List of GeologJc Units ' Ch7.GEO.DCPP.TR.14.03 RO EXPLANATION Tpps Pismo Formation Squire Member ' ITmpm \ Pismo Formation Miguehlo Membe; I Tmpe [ Pismo Formabon Edna Member · 0 I Tmm ) Monterey Formation ·� [ Tm§"d j Obispo Formation � diabase 1 · I Tmo J Obispo rcrmaucn undilferentirted • Geologlc Structures Solid where known· dashed �n��:������e�ii�:�;:�'if�iwp �g�:inah·�������tl��::�:�,:here +- rap re scarps. · ·• Syncl1f\e --+- - · · · Anlicline Key S · · etsmtc Lines Im . th agmg e Los Osos Fault DCPP Pacific O c e a n a,-- ur,;:-, E"' � _.gi L.9!__J Aeolian deposits .·· !g � Z. � Alluvial deposits 0 8 -e. r;c:"'I L� Marine terrace deposits mPacific Gas and Elect I C r c ompany Figure 5-23 , 2011 ONSIP .. . . r Qel ,,; �-' ... ."�::, ... �:- . .r, ... -J ) Dibblee, T.W .. and Minch, JA. 2006. Geologic map of the Pismo Beach quadrangle. San Luis Obispo County. California: Dibblee Geological Foundation. Dibblee Foundation Map DF-212. scale 1:24.000 View Product Description Page SCALE 1 :24000 1000 2000 3000 4000 5000 6000 7000 FEET .._ ...._.SMO BEACH QUADRANGLE GeoSolutions, Inc. 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-2171 DIBBLEE, 2006 REGIONAL GEOLOGIC MAP fROOMIEI VILLAGG!O SPECIFIC PLAN SAN LUIS OBISPO AREA, CAUFORNIA PLATE 5A PROJECT NO: SL09734-I r, PISMO BEACH MAP (DF·212) LEGEND - - - 1°· l°"I stlRFIOAL SEDIMl!tffS li QI AIIMtlo,,tl'W,Nndanddly >-.s Obi BHd!NM l! I OJ• I � LANOSUOERUBBLE ? >-I I� I ao, I � OLDER AlllNIUM • o s ao, SandllloldtH,"""1zlldlMIH, dilHcf.,J >-.e Oo1 Dln«.ftd{l(lfflllldMl!d - UNCONFORMITY - •• � I OTp I ? - l'ASO ROD LES fORJ,fAilON 0/Rol� JtnJ l'•tl<y .,,1.,.,,� _.,, fdJll'Ol«t ..... Y ht o/lu .11.,..; • ., /009) •St, P/11JCOtf lO Pltll1""'1• OTp OidN I.bill grlll't/ sand IJld cbyill!fl ..,._ m111,-,,... Ufldo/'omt,fdbul rbHd#d - UNCONFORMITY - ,� SQUIRII SANDSTONE Sq•ln Mm,b,rof Pl11rUt Fo,,...li°" o/H•I� u13;J,.Jp.tul �tff'hl ., • femutfon l>MIH• nw �.IOM9�;::1;�t.,";/=•�=flfa/w;�b �Sand:,,- o/Salllll M,11.1 baffl IINCON SHA.LE �r1 .. ,,1ur1<;q4 01i,; .. .._,1yMlau••, ;u,,.ama,,.s •• c,m,.si.qu Tr Olly,,,,.,,,, �y. cnlllt:>(v VAQUEROS SAHDS'IONE At•IVU d1,llq •lt. #ttly Aflau .. , "' /ol• 011,p�. Zmioni.n s,.,. TYq &/JdsfOm, /lghl o,,,y, locdy u.lclteous .. .. DIABAfiE Aufgw,i la Fr••rl•rn Roth lry Halt 1'1J, 1,1s, hi,,.., lu 1•rl o/C,,,,d IYrll,I'• Opl,/011/1 Cu,1/,r; u1M•l<4"'1t1, •P ob 0/AbaH, blld(, � "'""""'· al� ,-glod.lH and mdo ....... .-.II; /ndudM �mhordowl;�ow�1F�hsemblago, ' - - UNCONFORMITY - - UNCONFORMITY - PISMO FORMAnON M,ri,u; .,#, "''' M1- ,..ua.1y •• ,ry Pllo«n, Mohl,,, ... , 0,,,,.,,,,11,,. ShlfH Tpt, Sandd:wNI, ilrJllfl.RY, M.lbli,, qw/WH (cchl M«n/Hrol Nd eoultl of Mono&-/) Tpab �.lkn&srloTp1,bulbl!imtxlul Tp a.tyl!OOe fo llla!Dn9, pn,y, -."'-'! Ian, Valgue/y � - ..,...,,,.,., unhr blps, l'l llMII IIN FOLDS: it-t-�ci.i:i,'.i SYNCL-:rn --t-- -«!>WOOIX!N/l'IIC,lol/'cldtldb!tto�dltldkx!ol�;do11M.,t,.,.�lly11Hfk:ialudmtnlS Strike and dip of ...ill ,a .1 .....#1 fB --+- sedimentary rocks - 1�1 ....- - ....- GEOLOGIC SYMBOLS nold_,-...._....,_..INIP roRMA.TIONCONTACT MEMBBR CONTACT �c=a0m=,=cr=s.irrwii;N- <1.1JM<J.,t,,,..w,«-,10,1N11�1 blo"'-'l.f)bol1 l'amM!lot! SURflOALSliDIMl!NTS d«l.«J11""'900flC>NHld •· ••••••••••• Pn>ml..r,tnlhtd -<WJ,�h� PAUL'Tl Duhld111HJ11�orklflrr.d. dott.,J.,t,,,..c:on.:..i.d, -:i:;;;':::i::::::::n6:::::::::::'="''7:'"�-:r«1 u - t� ....._1_,. tmJ {U,,tflflllOllf! ,JcN. D=dcMnfllrown .Jr!•}. Shon am,w �" D - <fp ol hlul/ pwll. 5.IWlfffh 4fl Oil IJPl}lr pl.t/1 ol low lng/1 lhJwl f•ur. Tp, �Tp I MONll!RJiY FORMATION Morlr11Motmlt;•zr.."'l4Jl/,,:t,, /ot,,1,1/,,_ Tmrn Si/Soeow slu, �1/>Jrad, � ,X.ty, ,,.,_..._ 10 d!111y." •• lt'f)OI' Mloc#le, J.1oM1an Saga; � by Hd, ltl73, fo �mo fomWlon H pa,! of 41/gwMQAl�l'lll'UI.,.. Tm Sbous ,nw, � platy, >m/1 .. WH!heiod.. �lo� .ti iw,,r pwt;aga, uppulo��. Mohnlu,�o- Tml L.oiw,r pa,I (Pwlt S.., .bm.tlioo ol lul, 191:t), sh,11,1. a'Nll'Hlflb.-..� lllkl- b<ldc»d, � '1dt.dN lhh ,;aka,- � � ., b,r,; ·� ,rwJdla �. Llblln-Rtlzlln Sllg,H OBISPO FORMATION Pyn,d••ll<'-""lu,rle n><b, /ilhlji,,t, -,., 111/y ,,./,Uh Ml°""" Suu,IIJt.lMltlu Stqu Tot TufflndtutrbnKdit, wM1 fo<n'.ii,y-"11/1,, .bcd'y1�orHddiud/ollOMllltllmdl. Tbp r.,w,, '*" Ind m.:ril Tov VolcanA, tVCkl, mo,t.y b.u4.I' blA � - 1W11 g,&y llldNlrt; roci1; mo,!,), ti �r,,.,,, not rflfr"'111/J«tM: bu.tit black fti�. m&&Slvl la VI� b«Jd#d, _,....,.,.,��-u.nd. lat:lly......,..,, �al�,ffldt;p.tt IUldllNl'"7 mhetal, � oi'l'm, lat:lly...,.,., -fl f/111 Ind dikH Strike and dip of metamo,ph/c or Igneous rock foliation or now banding or compositional layers OTHER SYMBOLS: - - 0 ,¢- /'. ............... � DIBBLEE, 2006 GeoSolutions. Inc. 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-2171 REGIONAL GEOLOGIC MAP FROOMIEI VILLAGGIO SPEClFIC PLAN SAN LUlS OBISPO AREA, CALIFORNIA PLATE 5B PROJECT NO: - SL09734-I I i Jos SITE KJfm • ., ., /,1 / / / / / '-,.,,.----- Scale 1 :24,000 .5 2 !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!liiiiiiiiiiiiiiiiiiiiiiiiiiiiiiil!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!! M ih 0 N 0 2 !!!!!!!!!!!!!!!iiiiiiiiiiiii Thousand Feet 0 .5 2 !!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!liiiiiiiiiimiiiiii!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!I Kilometers Contour Interval 40 feet Supplementary Contour Interval 20 feet National Geodetic Vertical Datum of 1929 GeoSolutions, Inc. 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-217 l REGIONAL GEOLOGIC MAP (Wiegers, 2011) FROOM/EI YfLLAGGlO SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE 6A PROJECT NO: SL09734-l DESCRIPTION OF MAP UNITS SYMBOL EXPLANATION QUATERHARYOEPOSrT8 Vory Young 8urflclal Dopo1N1 � A!lwlol noo<l·plaln d1po11l1 (1,1, Holo<1n1) -AclMo •n<l rooantty oclMI lklod-ploln � dtpo<lto Con.i,1, or uncooM>ld1ted nncly, oily, ,na t1ey-i,.111n11.i1uv1um. [§0 All":11:�•=:1��:�.tloc:=;�:Jof =��:::;���:;�:-•cl r-;::;:-i Buch und 11,1, Holotono)- U"'°"�led boactr dopoul1 <:ooolo11ng mooll-f or � fin .. lomodu!lilr11Md,..._ Hnd � Dun, und (1111 Hok><:1n1)- l)oco,,IOl"IISaled. "olJ.oortod ,.h,11 1o tiro..n wlndbla.vn � 11nd F<>rrn1�N1dl.wlubohhdn,0<111nbotcllt1. � L••:::-a�•po,1111 (Hok>cono)- Hlght/l<9gn,oll'.e<llollrg-1ytoherenl11Molldo Youno 8mfklol Dopoolte rn::7""J Youn11 ooll1n d1pooll1 (Hol<>tono to l•l1 l'l1l1!0<onol- S!1bo<11ry 11/Hl<IIJ .. � dopos,11 w.a.-,.,i,.�1lobrown1,L-'ldblown11nd. � Youn111lluvl1l voU,y d1po1l1t. undM<11<1 j/lolocon, to l1l1 Pt1l1loun1)-Uncon1old11.., � ,,na.111. an<1<.1.-1-bumQ ,1 ......... <1opn1�ed on r-.pa.n, -""''11.....,Y 11oor1. tocoR/ dl'll<led by ,, ... w, og.t (2 • )'(>Ur!Qoot 1 • oldHII 8111fl<H (ln young dtp0tll1 ,,. und>.aoee\N 1nd lot� oo'ldov1\opn,1nt SwfKHon okl&rd,,pooito 1,0 ollghll-fdllUC!od an<ld<lfU'/ Woolc ooitdovllopmonl I OY•t) Young 1llw!1l v1lloy d1po11l1, llnlt2 � Young 1lluv!1lv11l1y dtpc,111'1, Unit 1 Old 8urllcl1I 01pc>11t1 � Old=��=·���� �·c:i:�!!'.'ri'.!!1::=;:>,��n::::�l:,9:i::� 15ohl� dl111c!ed ln<l�lly moc1, •• 1110w11k!111tlope,d �-nlo 0011. Conololo cl ,o)allvely lhln dopoaita cl gn,\'el, 11nd. 111l 1nd doy-burlng 1MMTI OYl�yr,jl orodod l>l<lrocl< 1'"1.u1 and oldo, """""'11, form, tow rounded �r1phlo IIH1 In San Liilo Obbpo v.,r.oy 1.J>cllly petd'ltd on loolatod 1lmh l•<racu � Old :.•.:::::::!����=·II���·=� �·=-w"':'..:!..�;;:�o! dopoMf rHl on anMUQtnl wave-eul pl1llolm1 PIIIMIICI by 11glonol up(rft. M1MI <MjlOO� con1llt ol w1Hortad ..... ....S g,o,•11 locl!t/ <:oola .. inQ rour, and •hot "'grn..-il1. � non-mo<IM ""'" a:.n,1111 of poo,�-oorttd und. ollt, g1ov1I 1nd clay depo"1ecl by ·�wnh1nd 1""1ol l)IIICaOIU OMdod by ,oll,\Nt. l3• )'(>UnQHI. 1 •oldn1). E1bmlt..:l 111oooldopoc,�111e n � (Hanoo" 1o>d otl>o11. 1"4)· � Old patollc d1po1ll1, Unit )-to ka I Qop2 I Old p1r11lo dopo11l1, Uni!. 2 - 120 kl I Oop, j Oki P>t1l/c d1p0ott., llnlt I - 2111 kl ·001<1 --1-- \--- I·- ti c..,t,<lbot.Yunmopunlts-SolO"""'_,..,lfttloct'.ed <IHhodwMNI &[)9f0.<lm11e� ioco,ltd. doUtd where conceoled. Foul! • SoM .,hfrt 1«:u11i.,,, locottd. d1111od whe<e 1ppr0,lmal•fy loctled. ckltted ...,,.,_ con<ultd. u • uplhf<Mn b\Qc,�: D & d""'ntlwovm blodt Thnnl laull • Sold whore tca111le:Y IOUled. dHti.d """"' APPl"JU"llllefy locllled. dol:ltd....,,.,. toneeoltd. 811b1 on uppo,p!J,lf> 5)""""11Wt. Sold .,hue 101:i1r1lefy loC.:.cl d11hod """'"'Pl'fox'rnoto� _ ... _ dotlod -..he,, tonc:Hled Ju--· Pl""III dlrec:ton. Mllclnal ul1 • Solkl whe<t IOC:\llllel'/ localed, dad..,.J .,1,e,e 11>P10.h11lely looottd. dolled"""" concealed. luraH 1!»w, plr.H>$ll <l••ctlon A..W pllolofc>Mm1•lt (lol!il Ind Ha,. \�). DH�odvrho1e loHd•lincl. q-v,M,.qvHl<>nlb:0 H><lrur11ln<!lcalelopogtoph'<:ocorp.,... altlttlon ol llop1 t • lonll<:oo�,,� v• v1911atlv<I knoom<n� l<l • lir>u< dr1n191. Old Surflolll Dtpotltt Ira,=, Very old 1Uwl1I Yllloy ind �lrntnl d1poo1l1 (mlcldl1 to u,ty P(11ltoctntl-Tano,II � 1nd 11<>1 11nd Npoo•od on • gonltf olophg podhtnt 1urfxe Hlondlng """'" the nocthon1,1c1, ol U>o San Lu!o Rang. lnlo S•n lult Oblopn Volley. Mew-,:1 H PHO Rob111 Fo,matlon byllall (1913) lllb cl'l1Melconglonlenlln. Muell oltht un� app<111 g11d11ion1l v,tl, un<lor!ywl,} nndslono o! tho Squlra Mlmbo, cl th1 Piomo f<>rrnaT>::>n (Tpf) afld mo� ltt p1rt bo ,11ldu1l 1oll devtloped on th11 unR (Nllcl'lm1n 198&1 1 avop I v,ry��::.;1��:;:.a:��=���.::::��1:��:.��-;!!�:�-==::i tlU'm.m lM1• dtjlo11to "'' on •rntrgtnl WIVI� pletlormt P,-tnNod by rogiornl ..,,111. Wd lOIMled IUIKH '" Jound about •oo ,.oe ,bove ••• 11>11 on 1lope1 � natlh and nonm,.il ol PWIIO Delcl'I. Thno terr-. ore ntm1\ed lo be older thin MOk1(H1n..,.1MOll>l11, 1994t TEii. RV AND OlDfR ROCKS Pl,..._. Fonn11lon crowor Plk>c1n1 lo uppo, Mloconl) Squ!,. mambo•- M111lire, M>o'II. tllc1r-.1. fin .. lo mtdn...,11r:alnod. qvartm" lo Oll<oo.io, tllry nMo\orle. 8•o>d g,olno oubroundtd lo,� 1�IIO'I, q,,.rt,. 1�·20% fo!chpor. len than 15% mar.emlnt1all (1111, 191J). Contolrn lensH ol""b, w,l�oundod pobb3, and eobb\o ol Monl....-, ond Oblopn Form1br)n cltolt north ol fMI Foul!. Buol """11lom1111\I of ""'"1dtll ohttl 1M batalt oobblto nwr IIIO<llh ol Sa,, Luis Obi1poCIH!<. elotufbaled ..ttlogrffnlth g11UCOl'OOeund<01tlng1 and clly 1nd 1fllnlorbtd1 lfl-11 clWtnorAVlnuo Ft..t! 11 PiS<nO 0-11 (N1.clvn1n. \983) Tp,c - Cong:otnmlt of (OIHlcl&d chen pebbllo nur mlcldlo of""� on nort1111d1 cl Edn.FauN. Do11ovlow mombor- Ugh!11rr,. beddtd. 11o!1lonl 11o>d1- •'"' o,lorbeddod olk1- S•n<11tont m.dkwn.gr11nod: IIO%qU111Z. 30% ftlcltpo.r. loc.ot, U% r<><I< ffagm,nu jHal, 1913). Tpbc • lnlelbedcltd. blllf c11"111one. 1l�!on1 Ind ,..,..g,Ultd nn<l1lone Clayolone IP"'fold•l'f fractured. Sand1lona 1>1<11toc.t, fot1TUorou1. Tpbd • Wd.t,edcled olllomKeOUI 1!11.ttonl, cll"/llone Ind 1Uly dll!on�\1. o .. gg mombo< - Mn1iv.. Whll1. buft'-w1Jlh1rir"Cj ,..nd,!MI. oo� Ir> ,.,111.tn� mod"-""1j<ointd. e.5% qulltl. 30% !1\d1par. cloy�%. mtlkmlrMni� 1%JHa1, 1g1J). Tpg1-WeHtddtd no>d11one. bed• z lnchet kr z foci lhld<. Tpgl- M111lire buff ollllol>I.. Tpgb - toeel�btumlrlOl.lt tw11one. Tbgo -Ch<n pebb"' �lomtr11.t Tpg<I-Oil-,1oilllon1. Mlgu,1110 momblf - Dr<Mn to buff lttlelbedded 1lblonl 1nd day,1ont, moderall'y r,11,w,� wet-bedded. bodo go,,1.....,. 2 lr>4 ind>H IN<�. locoly lnc'Ude1 beclund ltn, •• ol olk>tOIU .... dolomil,c ojlllonl, .... f�lble, loct('1 brtumlnoul "'"''"""' (lhl. 1g73J ()point 1nd woelaneou11hol1 l1 P<••ent lnU..wut.,n partol lhe mop ,,.._ Tpm, - POOlt( bedd.., 1illlton•. dl1\orn1ooou11l1Ulone 1nd nndy ,11,ton1 Tho l,Oguoli'.tl �lon\bt, toru<llo cl ... .., .. rnudll<>nH ltt lhll WHt....., IOlllh p1rl1 or tho m1p llfla lh,1 O\lorfng..- wilh woval '"""' oheH 11M11one1 or 11'• Edna m""""rtolh<l•UI. Edna momblf - 81111, mnolVI l<i<otlo Ir> qu1mou uM,toot. !no- lo C01111111'9lM<I: quartz II0-9S'l4o, loldopo, ltu !Nn 5-15'4 (IIU. 19731 Tptb- 8r1umlnou111nd1!on1 zon.o1 "'1llllll lpe. o• can bo 11tn l"'kng from upOturu "'"' Price Canyon Oll Fle,:I ....., oily 11n<1,1onu .... •'l'Ond on the ridge notlh ol 8hd DeO<h Tpto - 8111! O>llg'°"'"t1i. iodior br«<:!a "'1lll c!u(1 Y�lnch 10 IIWrll !Nt In di""tlei ol Mon\troy cl\,rt, <l..:illo and Fror.clocondeb.11 C!o,11 r.ommonl)' 1ngullr ind poo<fy 10,ltd but louly r<>l.lflMd and wel IOllod. 01 ... 1 <:oog!omerole owrtylr,IJ Monterey Fonnal>o<!wol expo1ed 11 Shel Beach. Tpe1 -Moulire m1dlum-loco111011,0"11d � wr,chkrnl, Joc1ll'( uklr-., to>d k>11llferoir1 Tpot - Hard. bull lo ;roy Ml.._,, uncr,1 ..... locet, •ticoou• and bi\um'nou1 • Tptd - Flrlll111alned - llndtlonl. Tm;Tm< ,� Tmta T Tod�ol "' "' Top Monl•,..Y Fo,mo!lon (uppor lo mlddt1 Mlocon1)- Boddld. reollllln! cl'Hlrt, color varln from \',ht1 Ind gr,ry 1" l:,mNn ,,..,- 1ar!atsh-blown, vreolhemg lo th1llcy wh/1.e. B,tttlt.co,,ct,oldol he�. e<>rnmonfy ll>elftd. bed I \111>8-lnthH lhlc!o:_ oommonly llmln1\ftd, loctil'f ..,!tlbtddld vrllh i!\tlomil1 (Hal, 1913). Tmd -V',Me to bull d"t\omll• Ml1' ....or tuff. opolr\1 chert and hlllKOOuo o.od11<>ne Tm11 - TlllflCeOIII ohl,-. loc:aly lnlt!btddtd wilt dclom� dlllont 1/HI opelne chert. !:'�=�:::,: .. ��::::V�1��=:���=1:�MI Tmb - Ton lo y_h..,NI• olltlonl and dolomklc c1,y1l""" locoly tu!IKeOU1 o, lnlerbeddedwilhcl>ert. Oblopo fonnaUon 11o-, �IO<ont) - Coarn11..ine<1 luff Wiii, 1"'1tngu!ar dn\1 ol pumice (�%,50'11). porlle (W,-W4). -..NII 10 d.olk1j")I gluo ohonll (20%) and ltld1por (�%) ln I vl.rlc 11hy malrb.: commonly 1Xored to 11\00lmOOloN!t (HO,. 1913) "fype loui!y along S•n Luis Ob!opc, c,ul<.. LocofV <OnlaJr,1 dut, or roddllh- brown Ml......,, mudolono. Top - Porll!• broccl1 Polchy "hH• Ind ll"Y, -•lho� to d1lk11rey. <:oollln1 ollblngu!o, pofi!e •'"' pin,lot clult 2 to II inch<lt ill dllmtt., In• turroc- m&llbt. To, - Reslllon\ hacd. f1ne-<iralnod. zlOll<td luff. Form, 1ull!1nt<lff1 •t Fo111 Point ne11 A,11• Beach 1"6 1t1llllnl Oul<:1'1)111 1nd on •r>Clonl 1t111,dr.1� 61111 Roule 111 P"mo Btlcll Tof-Y,_ IO rxcwn luff1w,, fil!OIGl'II 11n<1 <!l"fl,tona. lDd - Di1b&oed.lct1 and ollo. E>:poud loclit1 In cH11I P,,mo B11ch. Rincon llholo (Dllgoc1n1 and k>wtf Mloctn•) - O•lk-tumo.n lo «ong1-!>mNn 11\olonl •nd c!1y11<>111. pooity lOwoll-bl<l<IICI • ...,,11,t,1 ""'-" lo ligh! bl""'n. local.'/ conl1t11 yellow",sh. !ln1-1111tnod quertio,e nn<l110ne Trt - 'Mllle lo ltuff rhyo,jdo "1Ulc luff. Conltlnl quartz and lelchpar tryl!tls Int f,nl-Q'IL->1<1 •• h m1Vb! (H•"ll. 1Wl3) V1qum11 81nd1lon1 (O!lgoc1n1)-0..-,1o brown, ""'11urn-loC0111111ftlned und,lOnl and o:inglom11•le. poo,t, lo wlll-lndu111od. Congm'l•rata c!11t1 lyplclly bllck ind 11'"" cl'Hlrt. 81ndstone g11ln1 w11riounded 1� tul:><Ound•d wrlh I typlo.ll cornpo11bonof•O% to60%qnrtt. 5% 10 15,it, ftkl>P .... 30% lo 50'4 rockhogman111(H1I, 11113). Conl11'11lo11�reroo1zonn v,ilh btthn mo�,k oh<llo....., W91 ,:,Ytlero Fnncl,cln Comp!u mt11n9• (C•ll>cO'Ouo 10 Ju,11,lcJ - en.o!lc mtttU<o cl lril;rnenled rod< mH1e1 embeo$1d In I pene�•W•� ol>Oattd m11fbc or 111!1Ue....., cruohod mtlllUnd1lonl lnd"Mrlootl n><� ma ... , <:ool•i'lad In Iha malft.c r1ngt hom Ina lhon I me1..- lo .ilom•1t<1 ln 1cole. Bioc.1<1 !orge enough lo be ohOwn on mop lndudo h�h grode bluloc!IIII (b•) ;,e..,,t<>n, (m•J. p."b\O bontt M. g111rn0dc1 (gvr) Ind thlll (ch) Penn11Nedef<>rm1llon clma!rixpo1k11IH metamoq,hbm ol1nclotod rode m1uu )' I ,,., -s Tpb< ,��� Tpgd TPU Tpgb Tpgc E Tpm1 -sc- T��� Tpad Tpo Tpac Tpeb GeoSolutions, Inc. 220 High Street San Luis Obispo, California 9340 I (805) 543-8539 fax: (805) 543-2171 GEOLOGIC EXPLANATIONS WIEGERS, 2011 FROOM/El VILLAGGIO SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE GB PROJECT NO: SL09734-1 0 4000 8000 ft 1000 2000 m GeoSolutions, Inc. 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-2 I 7 I REGIONAL GEOLOGIC MAP ( Lettis and Hall, 1994) FROOM/El VILLAGG!O SPEClFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE 7A PROJECT NO: SL09734-I EXPLANATION MAP SYMBOLS .!L..1.:..� - , , Faul1-L0!11J dash wham awoximatety localed: stiort dash whore coocealed but localton Is well D � cons1ramed;dotledwhere Jrlleried, Un up/D • down and arrows !r<lk:ate relat,vc sense ol displacamerll, smaa auaw aOO numberlr.dlla1e op o1 fautt plane exposed in outcrop J.<L..____ Aorlal photo anearnent -Dashed v,hor11 less dislincl: probable faul!, lc u tonal contrast, vl • vege\at,on lirnlamen1, kl. knoardrainago, bls u b(cak ln si<;,pc, shb • side hlll ber.ch Hacl\ufi!S on lopogrnpl1k:ally downside of a sca,p ',\\\\ Shearzorielnbedrock S!r1cl< alld dip o1 bedding Marine 1orrace stralldlme - Sohd whera wol constrained: doubie dot·dashwMre bul!Cdorlass well constrained; dolled where eroded; quertedwhore uncertain: a�1tudB of stcreuna ai.gle in meters Contacl - Dashed where approxinlalel)I IO(;atcd, de>ttod where boned and 1r1forrnd � Seismic re1raction suP<oy line � rrercn 0 SP·T·S Sol p,I 0Ep-16 Ex�orallonpil Bcdrockou\rops (Nole: Bed1ock goology Is no! m�pped ITT delaol) Ceroaga Sandstone (Pliocene arid Pleistocene?) - Loosely conscecatec lo weu-cementeo. poorly bedded, medium to coarse·gra"1ild sarcstone and conglomerate: sMII debris as mL!!:h as 20% ol rock (rnod,lied from Hall cl M, 1979) ·� Morllerey Formatoon (mKklle and lato Miocena) - Dlatomaceous snare. porcelaneoos shale, d,alorru1e, soly saecstone. an<lopal11ie alld cherty shale (mod1l+ed lrom Hall et al , 1979) Point Sat Formation [rn,ddle Miocono)- ltght brown solsone. dratcrnaceous sustcne. and dolom,te stustone (mod1lled from llalt ct al, 1979) Laspa FormaUon (Oli!Jocene)- Includes green alld red conglcmorate, salldstono, alld st�y claystane (mod1fledlrorn Ha� el al., 1979) Tull (;go UF\Certam) FraFlCiscan Complex (crereceoos or Jurass!C) - includes ! Graywacko, shale, chert, and melange •• , Metavok:anic rock ,,, Blue schist ·" BoreholQ - Comple!cd as part of Long.Term SolsmlC Pr09ram (PG&E, 1988) subsurtece stratigraphy and altitude (rooters) of the lop ol bedrock See descripllon of mnpuro\s for ox�anatloi1 er Quaternary and bedrock symbols Lan<lsfide, arrow ondioa1es dirccl,On of movemon1 Serpentifl�a (Jurnssk:?) UncWerentlated bedrock '• Subscript f' Indnates presence ol pholad borings on wave-cul plallorm o-v... Spn"IJ Relict sea stack Loca1,on ol dated fossil sarrcre 1iC-K11·5C a Tl 1• • Location of radioca!bon sample Location of samplo !or 1harmol<Jmlnescence nr>atysls DESCRIPTION OF MAP UNITS Beach dcpos,t - Modem beach sands, unconsolidated Eolian dej)OSll {l-lolocone alld lato Plcostoceno)- lncludo� unconsolidated acirve sand dunes, an::! stlghtly to weakly cemented inactive dune sand on eteverec manno 1erraces that has baan slabtited by vegotallon and so� development Calluvium (Holocene and Pleistoceoo) - Unconsotidaled, poorly sorted sand, gravel, sill, and clay depos,\ad as a resllll o1 �illslope process as Flu�!al and al�w!al deposits (H()loccne arid Pleistocene) und,1faren1iatcd- Unconsol!dalod cobble pebble gravel, saOO, sOI, and clay Stream ter1aco depos,1 (Holocene and jate Plelsloccne)- Undtlfcron!,alcd Oak Knoll Creek []iJ aclfvo � 25·3B�a [fil hlstork:al 8§.J 5.5 lo 7,9 ka [fil 2 25 ± 0.75 ka [Kl late Ptetslocene lo early Holocene � 225.i0.75ka Estuarine depr;,si1 (Plois!ocone)-Sil!y clay lnterbeddad w�h 1h1n layars ol !me· to coarso"1)ra1nod salld; dark gray, contains aburldan1 charcoal, wood, and chsern,na\ed organ.-., ma1erlal Okie/ alluvium (mkldle lo tato Plelslocene) - UF\Consolldatcd, weakly 10 mode rat al)' stratl!led, moderately to poorly sorted gravel, saro, silt, arid clay depos,!od ,n fluv1al channels and alluvial fans overlying marine wav&-cut plallorms, prosenlly ulldergo,r,g dissection Mar;no depos,1 (m\ddle to iete Plelslocene) - Unconsolfde{J l/O<Jlders, cobbles and salld, well lo rl100&rate!y sof1ad clasts are 1ypk:ally subrourided lo rounded and cons Isl o1 Jurassic ophlol,te, Frar1Ci$C8ll Com pl a� and Moriteroy l<tho�Tes GeoSolutions, Inc. 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-217 l GEOLOGIC EXPLANATIONS FROOM/El VILLAGGIO SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE 78 PROJECT NO: SL09734-1 Location of Los Osos fault from USGS - Google earth GeoSolutions, Inc. 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-2171 feet:�::::::::::::::::::::::::::�2�0�0!.0 meters!" 700 GOOGLE IMAGE WITH USGS KMZ FAULTING Date: 2016 FROOM/EI VILLAGG!O SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE 8 PROJECT NO: SL09734-l MAP EXPLANATION Acnve Faults Faults considered to have been active during Holocene trme and to have a relatively high potential for surface rupture: solid line where accurately located, long dash where approximately located, short dash where inferred, dotted where concealed; query (7) indicates addltionel uncertainty. Evidence of hist or- · re offset indicated b'.' year of earthquake-associated event or C for displace- ment caused by creep or possible creep. Special Studies Zone ncundwtee These are delineated as straight-line segments that connect encircled turning points so as to define special studies zone segments. t o 1 Mllf �---�,· r- ccasrsa c:::-=--- cssssse=e :=.- =s=a - ' = - - - - - -- �....,F,J ·- ---·-·- •·-----B.- --:=� --·-·-c:r-----==c __ -·-- ·:r..=====::, 1 .5 0 1 Kll(JMETCR � ·,cc;:r· r- -r·-=--1 � __ . - ·-:-::-=c--=3 CONTOUR INTERVAL 40 FEE:r DOTT[D l!NES REPRESENT 20·FOOT CONTOURS NATIONAL GEODETIC VERTICAL DATUM OF 1929 GeoSolutions, Inc. 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-2171 EARTHQUAKE FAULT ZONES MAP (STATE OF CALIFORNIA, JANUARY I, 1990) FROOM/EI VILLAGGIO SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE 9 PROJECT NO: SL09734-1 SITE 06 � NORTH GeoSolutions, Inc. 220 High Street San Luis Obispo, California 9340 l (805) 543-8539 fax: (805) 543-2171 LiDAR Image 2011 FROOMIEI VILLAGGIO SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE IO PROJECT NO: SL09734-l SITE � ....... -....- ..... �.._ ..... _ !i".=-!=-l�-==�'!:�: -----ll"iP<ed-1,ippogo ,.,.-..,..,,.,"'1'_•_01_W_ .......... _) ___ ,._!�Pollll,IOCl�I_...., MIOn<""""1 Ulo�- ... .....-(&n.,!J"0•170000Clyo••1 AOOITIONAl fAUl T avueou _,_____ . a..""'""""-0,1#(, .......... _, --- -"""', ..... -- .... --" .. _ -- �--,- . ' lo-°'9"--M-r,i.m) 011,fll SVM30U ......._ ..... """""°"' __ " .......... �."- -·- Srn,,:t •• 1-,1ort,rc,o)��fl6<IOllt,t ..... -.. .. -1.bt--'h.lllnbri-- --. GeoSolutions, Inc. 220 High Street San Luis Obispo, California 9340 I (805) 543-8539 fax: (805) 543-2171 REGIONAL FAULT MAP AND EXPLANATIONS Jennings, 2010 FROOM/EI VILLAGGIO SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE 11 PROJECT NO: SL09734-I \ \ -: / Plate 3: Hall 1973 Plate 4: PG&E 2014 Plate 6: Wiegers, 2011 Plate 7; Lettis & Hall, 1994 Plate 8 - KMZ-USGS 2016 LEGEND - - - - - Exhibit June 23, 2016 \ /\ 4'\ \ \ \ • ' \ 0 ,1i,• 'l,(I , ..• - SCALf: 1"<25(1 , , / , , , , < FROOM CREEK FAULT LINE EXHIBIT I Froom Ranch I I ' � I • I I I I EPICENTER MAP LEGEND Porlod 1600 • 1860 · 1932· 1666 1031 1000 � 7.0 • • • ;;;. • • • l 6.5 · 6.0 � 6.0· 6.<I • • • 5.6 ·5.9 • • • 5.0·5.'I • • • lllstorlcal Fau!tlno ---- Holocono F,111t1inu ---- lli!)ltn11ys (M�!Of) H)otwmys (Mino,) LOk03 Lnsl two dlgl1s of M � G.5 OM1hqu:ako )'Oa1 • 10o==mao==�'llo�=�20:kc=aeai3:!0==='''<0�=�5!1lo�=='l':Oo==,l7go==g)OO Miles '•'-�=dJ10'=:�20'=�3oe,;=4�''=ca'�6=c!6�0=,s'l,'==''�O=ei'°bdJ00 Kl!omolers DEM modified from U.S.G.S. digitnl file. T. TOPPOZADA, D BRANUM, M PETERSEN, C HALLSTROM, C. CRAMER, M. REICHLE, 2000 GeoSolutions, Inc. 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-2171 HISTORICAL SEISMICITY MAP FROOM/EI VILLAGGIO SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE 13A PROJECT NO: SL09734-l Significant Earthquakes That May Have Affected the Site in the Last 200 Years DATE TIME(GMT) LATITUDE LONGITUDE MAG LOCATION DATE TIMEIGMTl LATITUDE LONGITUDE MAG LOCATION Year mth dav hr (N) (W) Year mth day hr (N) (W) 1812 12 21 19:00 34 12.00 119 54.00 7.0 Santa Barbara Channel 1941 7 I 07:50 34 22.00 119 35.00 5.9 Carnenteria 1830 ? ? 35 3 120 6 5.0 San Luis Obispo area (?) 1951 7 29 36 58 121 18 5.0 Southeast of Mulberry 1853 2 1 35 6 121 1 5.0 San Simeon area (?) 1952 7 21 11:52 35 0. 119 1.00 7.7 Kem County earthquake 1857 I 9 16:00 35 42.00 120 18.00 8.25 Great Fm1 Teien earthquake 1952 11 22 07:46 35 44.00 121 12.00 6.0 Brvson 1866 7 15 06:30 37 30.00 121 18.00 6.0 W. San Joaquin Valley 1955 II 02 35 96 120 92 5.1 San Ardo area 1881 2 2 00:11 36 0. 120 30.00 5.75 Parkfield 1956 11 16 35 95 120 47 5.0 Southwest of Coalinga 1881 4 10 10:00 37 24.00 121 24.00 6.0 W. San Joaquin Valley 1960 1 20 36 78 121 43 5.0 South of Hollister 1882 3 6 21:45 36 54 121 12. 5.75 Hollister 1966 6 28 04:26 36 o. 120 30.00 6.0 Parkfield 1883 9 5 12:30 34 12.00 119 54.00 6.25 Santa Barbara Channel 1966 6 28 120 50 5.1 Parkfield Sequence 1885 3 31 36 7 121 3 5.5 San Andreas Fault (?) 1966 6 28 35 95 120 50 5.5 Parkfield Sequence 1885 4 2 36 8 121 4 5.4 San Andreas Fault(?) 1970 9 12 34 27 117 54 5.4 Lytle Creek Area 1885 4 12 36 4 121 0 6.2 San Andreas Fault (?) 1971 2 9 14:00 34 25.00 118 24.00 6.5 San Fernando 1892 4 21 17:43 38 30.00 121 54.00 6.25 Winters 1972 2 24 36 58 121 21 5.0 Southeast of Hollister 1892 11 13 36 8 121 5 5.5 San Andreas Fault (?) 1980 5 29 34 94 ]20 78 2. l Orcutt Frontal Fault 1892 11 13 12:45 36 48.00 121 30.00 5.75 Hollister 1981 9 4 15:50 33 40.00 119 7.00 5.9 N. of Santa Barbara Island 1897 6 20 20:14 37 o. 121 30.00 6.25 Gilroy 1982 10 25 36 32 120 52 5.4 New ldria area 1899 7 22 34 2 117 4 5.5 San Andreas Fault(?) 1983 5 2 23:42 36 14.00 120 19.00 6.5 Coalinga 1899 7 22 34 3 117 5 6.5 San Andreas Fault(?) 1983 7 22 00:23 36 14.00 120 25.00 5.7 Coalinga 1901 3 3 07:45 36 0. 120 30.00 6.4 Park field 1983 8 29 35 84 121 34 5.4 San S imeon area 1901 3 3 36 0 120 5 5.5 Parkfield Area 1984 I 23 36 35 121 91 5.2 Point Sur area 1902 7 28 34 75 120 33 5.4 Los Alamos area 1984 4 24 21:15 37 19.00 121 39.00 6.1 Morgan Hill 1902 12 12 34 76 120 37 5.0 Los Alamos area 1985 8 4 12:10 36 8.00 120 10.00 5.9 North Kettleman Hills 1906 4 18 13:12 37 42.00 122 30.00 8.25 Great 1906 earthquake 1989 10 18 00:04 37 2.19 121 52.98 7.1 Loma Prieta 1907 9 20 34 2 l 17 I 6.0 San Andreas Fault (?) 2003 12 22 19:16 35 41.98 121 5.84 6.5 San Simeon 1910 3 11 06:52 36 54.00 121 48.00 5.8 Watsonville 2004 09 28 10: 15 35 8.15 120 3.74 6.0 Parkfield 1910 12 31 36 8 121 4 5.0 Hollister Area 1913 10 20 35 12 120 58 5.0 Arroyo Grande area S:\Misc Drawings\Geotogy\locallargefau!rs.doc 1915 I 20 34 73 120 23 5.8 Los Alamos area 1916 8 6 36 7 121 3 5.5 Paicines area 1916 IO 23 02:44 34 54.00 118 54.00 5.3 Tejon Pass region 1916 JO 23 34 6 118 9 6.0 Teien Pass Area 1916 10 23 34 7 119 0 5.5 Tei on Pass Area 1916 12 l 35 18 120 73 5.0 Avila area 1917 7 9 35 25 120 48 5.0 Lopez Canyon area 1919 2 16 35 0 119 0 5.0 Teion Pass Area 1922 3 IO 11:21 6 0. 120 30.00 6.3 Parkfield 1922 3 IO 35 75 120 25 6.5 Cholame Valley Area 1922 8 18 35 75 120 3 5.0 Cholame Valley Area 1925 6 29 14:42 34 18.00 119 48.00 6.3 Santa Barbara ,,..--:-:-- .... 1926 7 25 36 6 120 8 5.0 Idria area �01;-\f\L GE:o;_"'· � .......... _ -, 1926 12 27 36 2 120 3 5.0 Coalinga area f' --'s'o\ 1927 11 4 13:50 34 42.00 120 48.00 7.3 SW of Lompoc (;) "H 'G, 1932 2 26 36 0 121 0 5.0 San Ardo area (5 JO\\\< \��lo \:..\ ) cc no. ., 1934 6 8 04:47 36 0 120 30.00 6.0 Park field o, cf.1\\1,1E.�G 1934 6 5 35 80 120 33 5.0 Parkfield Area G\llt'-f.HI ' ' �.\'\ \S1 -r 1 1934 6 8 35 80 120 33 6.0 Parkfield Area c;E.O\.OG j! / 1934 12 24 35 93 120 48 5.0 Parkfield Area \� �0/ it£: OF C��/ 1939 6 24 36 80 121 45 5.5 Hollister Area -�,..,,.--- ........ � .. 1939 9 21 34 87 118 93 5.2 Cuddy Valley Area 1939 12 28 35 80 120 33 5.0 Parkfield Area GeoSolutions, Inc. HISTORICAL SEISMCITY LIST PLATE 131.1 220 High Street FROOM/EI VILLAGGIO SPECIFIC PLAN San Luis Obispo, California 93401 PROJECT NO: San Luis Obispo County Department of Planning and Building, December 1999) Safety Element (805) 543-8539 fax: (805) 543-2171 SAN LUIS OIJfSPO AREA, CALIFORNIA SL09734-I I 0' SCALE" 5000' I 5000' - - - County Boundary City Boundaries Highways Rivers, Lakes, and Streams LANDSLIDE POTENTIAL Very High E)(isting Mapped Landslide (Ole, Olea) High Potential Franciscan and Other Potentially Unstable Rocks (KJfme, KJfmv, KJt, KJfg, Tm, s, Tr, KJs, K) and/or Slope Gradient > 60o/o Moderate Potential Formations Known to Have Localized Areas of Instability (QTp, Ka, K) and/or Slope Gradient > 20o/o Low Potential Slope Gradient < 20% No Landslide Data GeoSolutions, Inc. 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-217 l LANDSLIDE HAZARDS MAP COUNTY OF SAN LUIS OBISPO DEPARTMENT OF BUILDING AND PLANNING, 1999 FROOM/El VILLAGGIO SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE 14 PROJECT NO: SL09734-I SITE MAP SCALE 1""' 500' PANEL 1331G FIRM FLOOD INSURANCE RATE MAP SAN LUIS OBISPO COUNTY, CALIFORNIA ,\ND INCORPORATED AREAS PANEL 1331 OF 2050 (SE!! W.,, IIKIElC FOR FIR'-! PANEL LAYOUT} ....,,, -. ....... - , _ ..... -... ...... ___ __ ::::,,.� -- - ...... - MAP NUMBER ._ 06079C1331G t: MAP REVISED NOVEMBER 16, 2012 F,d,nl Em,rg,noy �l1nag,mtn1 At•••Y cli:F\l.d7.1,,11"ms.,.a,a.o�a,.,.s •• a.a-;;.s.a,..;;;;ms•,;,;;;,.c.a-;;;; •• a,a.a.;;�,;,;;-;a-;;.a,";-;,--j - HIIKlod .... �F�ITOM..1- "TWO ,nop""" llOI .. ,..,, el\anQIIO or omenctnenlo whl<h .n.y h ..... i...., "'""° o..tioequo,,t to1ho <loto on1t.e UUo t,100� for U... ll!H! rn,dl>ctlrdGrm,�on obo<il NoUontlFlood IM,.,nc, P-m tood m,.,. <he<- thO Fl!MA Flood Mop Sloro otwwwmoc lemo - PLATE 15 PROJECT NO: SL09734-l � ... ��=-..:.:.--- --------· :-::;;:-·----· ----- .. - -·. IUJ'SCAL.£ 1··�· ts:S:::JO><lto.-...,.....M!l>I....., ....... [::2] ....... _ ,,.._ .... _ .. ,_ --- ,. _ --- ,,. _ ---· -- ===--=�==:·.:::.: -.::,- ::--- .... --,'"':� @-@ --·- @.-- ---8 __ ... ,...., ,.._,,"""""_�, .. ...... ...-,,_ __ ""----�-- .. -- ....... ,,.........,..,_.orVfl"«-. ........... _ -- ---·-,..,---- �-..,,--( -�,., .... ,.,,......_.. =:' ...... ...,,_ ....... ( -�---- f\.OCOWAY AAfAS 1H ZONE M. LEGEND � ���:SOOJECTlOUIIJ'VATIOHB'tlttl: The!'l, ..... ......,,...,.1, ...... , ,,.,. .... ,_,� ... - ......... l'lo<Ntad--c,<><-"'""1•-- The-""°"Ha, ... NUM""' .... ...,... .. _.. ....... ,,. ............. __ ,d ....,._ .. � ..... ,0, ... "9t,•,...-ol"" The---Mll<� ..... --dll< ,,. _ ,., .... ,_,_...., __ ................... - ::::.!:'."'"IIDJf,:d( <I_� -- ,__.,, .. , ( __ � "*-- - ......... d , .. _. _ D OlllERAAUS "'""" -... ...-...., , .._,., .. ZW,,O ,,_ ... ....,, u_, _..._ Tl>O-,Mu<t <11 ...... � .... ""1-- ............... ""-d - , .. .. __ ..........,""'""'" -- 1,. .. :::::,,::j OlllEII R.OOOAAI>S ZOlll'.X ...... ,do� .. -�<'l><ol; .... !ofl'll-<'>MU"'°"-•..,.11" _d .... _,_,,...,, """', ......... -.: ... ..... _.. ......... .,,,, ... .,..."""""""- FLOOD INSURANCE RATE MAP FEMA201985 AND EXPOLANATlONS FROOM/El VILLAGGIO SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA 220 High Street San Luis Obispo, California 93401 (805) 543-8539 fax: (805) 543-2171 GeoSolutions, Inc. SITE LAND USE CATEGORIES AG AGRICULTURE R L RURAL LANDS REC RECREATION A A RESIDENTIAL RURAL RS RESIDENTIAL SUBURBAN RS I� RESIDENTIAL SINGLE FAMILY RMt= RESIDENTIAL MULTI-FAMILY OP OFFICE 8 PROFESSIONAL C: R COMMERCIAL RETAIL t1 IB BOUNDARIES .·.··:;y::;:;:�f.ft�:;::·:�·:·:;:;: LAND USE CATEGORY LINE --- URL-URBANRESERVELINE - USL- URBAN SERVICE LINE • VAL-VILLAGE RESERVE LINE •••'"•••••<>••• C8D- CENTRAL BUSINESS DISTRIC"f - • - COASTAL ZONE LINE - - PLANNING AREA 23 cs INl:l PF Cl s COMMEACIAL SERVICE INDUSTRIAL PUBLIC FACILITIES OPEN SPACE 1000' 2000·� San Luis Obispo County Department of Building and Planning, 1996 GeoSolutions, Inc. 220 High Street San Luis Obispo, California 9340 l (805) 543-8539 fax: (805) 543-2171 GEOLOGIC STUDY AREA MAP AND EXPLANTIONS FROOM/El VILLAGGIO SPECIFIC PLAN SAN LUIS OBISPO AREA, CALIFORNIA PLATE 16 PROJECT NO: SL09734- I APPENDIX A Boring logs OST-# Trench logs Fault Trench Logs Laboratory Data Asbestos Lab Results Report - Soil Stratigraphic Assessments - Earth Consultants International North Wall of Trench T-2a-Lettis Consultants International, Inc. Photo Log of Trench T-2B North Wall - Lettis Consultants International, Inc. Photo Log of Trench T-2A South Wall - Lettis Consultants International, Inc. USGS Design Maps Summary Report �� GeoSolutions, Inc. BORING LOG ii:l� 220 High Street, San Luis Obispo, CA 93401 BORING NO. B-1 s - 1021 West Tama Lane, Suite 105 -- r� JOB NO. SL09734-1 Santa Maria, CA 93454 PROJECT INFORMATION DRILLING lNFORMATION PROJECT: Madonna - Frcom Ranch DRILL RIG: Mobile B-24 DRILLING LOCATION: Sec Figure 2, Site Plan HOLE DIAMETER: 6 Inches DATE DRILLED: May 18, 2016 SAMPLING METHOD: SPT and CA LOGGED BY: GTV HOLE ELEVATION: Not Recorded Y Depth of Groundwater: Not Encountered Boring Terminated At: I 0.0 Feet Page I of 5 i "' c- I'! :,.. " i5 0 "' - Is .g :,.. :,.. i5 & (J "" Cf: z :€' f-, f;J SOIL DESCRIPTION o "' z §i §;:: OQ � ts 0 z: z 0� [{Ji - Q q "' "' 0-;;;, B ;,g tii !;; & cJ <, - z '< tJ i5 ;;; ; 6 §I � !'.$ I'! '< z "'"' :5 f;J :z 0 f-, z l z!I &� ?;z 0, q !:] - c}J ,iJ b' 8 ""8 i5 ._, "" "" (J 31 9.6 . ·------------- - ,-�--- CLAYEY SAND: very dark g1 ayish brown, dry CH ':::::-:s:: -· ,-:::::-:s:: A 28.7 107 7 - stiff -:s::-:s:: SPT 6 9 -:s::-:s:: . � SANDY CLAY· dark bi own, dry CH - - - '�-' - - - '�-� 110 Stiff CA 8 8 - -�-· - �' � - - �· stiff � - - SPT 9 9 - �' � - - - - , ___ . - - - - . - . - - --- -- - ·-· -· -8 0 - I -2 -13 -3 -5 -10 -9 -6 -7 -17 -16 -15 -12 - ] 11 -18 ·II -20 -19 ii GeoSolutions, Inc. BORING LOG �x@ ,�J 220 High Street, San Luis Obispo, CA 9340 I DORING NO. B-2 i� I 021 West Tama Lane, Suite l 05 JOB NO. SL09734-1 Santa Maria, CA 93454 PROJECT INFORMATION DRJLLING INFORMATION .. PROJECT: Madonna - Froom Ranch DRJLLRJG: Mobile B-24 DRJLLING LOCATION: See Figure 2, Site Plan HOLE DIAMETER: 6 Inches DA TE DRJLLED: May 19, 2016 SAMPLING METHOD: SPT LOGGED BY: GTV HOLE ELEVATION: Not Recorded "°" Depth of Groundwater: 4.0 Feet Boring Terminated At: 46.0 Feet Page 2 of5 ff I [if »; [-.. !'! f ii' i 1; "' "' 2S & u z � t: Iii SOIL DESCRJPTION () -c ,,· �f � ;;': & tF "-- io,!q 0 � � z �Z Q c! "' ;;, - 0"' I ;,,, i; } tJ I;; & 153 t: :J ;,,, /:'! � "' Jl tl s "' 6 u �' /:::z i3 !¥£ '$ 0 ti %5 B ""' jg;!! 68 c,.0 2S ""' "' "' u -'5.-'5. -'5.-'5. _"-. .. :-,:::,· - - - .. SPT 5 7 :-,:::,· - - .. -...:::: -, - - - - I -" - :-,:::,' � - - .. :-,:::,' - - - .. SPT 8 8 :-,:::,· - - - .. � :-,:::,' � - �· - - - .. �· - - - .. SPT 16 15 :-,:::,· - - - .. �- � - - .. �� �· - - - :-,:::, -, - - - .. ::,::: ' SPT 5 4 - -- .. -...:::: ' - - - - -::-:::- ' ...... --...::::-' ...... .... - ' H H H H - __ ,._ ·- -- CLAYEY SAND: very dark grayish brown, dry c - .. - c SANDY CLAY: dark brown, dry - r film - 1-- . - .. - c .. SANDY CLAY: dark olive brown, very moist - .. - .. stiff - .. - c SANDY CLAY: black, very moist - - .. - .. - stiff .. - - c .. SANDY CLAY: dark olive brown, with gravel, - coarse grained .. - stiff - - - - - -23 -6 -22 -21 -20 -19 -1 ·2 0 -9 -8 -7 .. ) -5 -4 -16 -18 -17 -15 -14 -12 -10 -II .. ]J GeoSolutions., Inc. 220 High Street, San Luis Obispo, CA 93401 1021 West Tama Lane, Suite 105 Santa Maria, CA 93454 JOB NO. SL09734-1 BORING NO (cont).B-2 BORING LOG -24 -25 -26 -27 -28 -29 -30 -31 -32 -33 -34 -35 -36 -37 -38 -39 -40 -41 -42 -43 -45 -46 -47 -48 -49 -50 � Depth of Groundwater: 4.0 Feet Boring Terminated At: 46.0 Feet Page 3 of 5 "' Q It! ;;; .e n � c5 " r-, 2i ,5 if- Q Q [-, f3 s- i'f 'ii "' ts "' ,: () !;@ !'! ft; D ;,:! :'! a -c ;g e /:; n 0 io ;,; ,,- ;,,,;8 �� ls "'o Q ts 1 <, � flt �t :5 & SOIL DESCJUPT!ON (3 f - 0 f3 {::: � "' ti o 6 IE -: to '" "' 0 () 0 t:;N :,.: 3i � l "' ts $ � e 8 c5 6 � � i':P c, o Q -" - - �' � - - - - � SANDY CLAY: dark yellowish brown, saturated CH �' - � - - - very stiff �' � - - - �' � - . - SPT 21 16 - �' - - - - <> - - - - �' - - - - �' - - - - - �' -- - - - - - -�-' - - - - -�-� - - �' - - - - -�-' - -- - - -�-' - - - - �' - - - - - - �' - - - - - �' - - - �' - -- - - - - -�-' - very sticky - - f--- ,\ '\ - FRANC!SCAN CO!V1PLEX: serpentinite & SPT 50/1" l�elangc,.n1cta volcanic, very weathered - - - -,-�, - ,! 'a GeoSolutions, Inc. BORING LOG iLlL�., 220 High Street, San Luis Obispo, CA 93401 BORING NO. B-3 - < , - 1021 West Tama Lane, Suite 105 JOB NO. SL09734-1 t" Santa Maria, CA 93454 . - -- PROJECT INFORMATION DRILLING INFORMATION PROJECT: Madonna - Froom Ranch DRILL RIG: Mobile B-24 DRILLING LOCATION: Sec Figure 2, Site Plan HOLE DIAMETER: 6 Inches DA TE DRILLED: May 18, 2016 SAMPLING METHOD: SPT and CA LOGGED BY: GTV HOLE ELEVATION: Not Recorded "I': Depth of Groundwater: 1.5 Feet Boring Terminated At: 10.0 Feet Page4 of5 u[ 0 {;j ;;; � ._, " h rs §? ,& ;� '" '" 2i a u O g {Sq � i: ti.I SOIL DESCRJPTION 0 -o � z' 1t � ;;: c. lo! - 0 � -r-, � t;; £::3, f{jl t; & 0 c5 i -, - 0 'Cc I} �q :;; Ci !£ 6 t; :1 {'! '< " 13 rs u " !I] /:: � i& i,] "' 0 � i'I' Si iPt n � ._, §; � 8 68 @ ._, "' u 0 - I -2 -3 -4- -5- ·6 -7 -8 -9 firm SANDY CLAY: dark olive brown, very moist Iinn soft CH B 186 94.7 48 SPT 4 6 CH ::::;::- ::s:- CA 6 6 -� ::::;::-_ ::s:- ::s:- SPT 2 2 � FAT CLAY: ve111 dark grayish brown, dry -10 -·----------------i - I I -12 -13 -14 ·15 -16 -17- -18 -19 ')(\ ·------·-----·- ·--- i'! 1 GeoSolutions, Inc. BORING LOG ''\l:,c>',fJ I 220 High Street, San Luis Obispo, CA 93401 BORING NO. B-4 ::i! '� I 021 West Tama Lane, Suite I 05 JOB NO. SL09734-l r� Santa Maria, CA 93454 PROJECT INFORMATION DRILLING !NFORMATfON PROJECT: Madonna - Froorn Ranch DRILL RJG: Mobile B-24 DRfLLING LOCATION:See Figure 2, Site Plan HOLE DIAMETER: 6 Inches DATE DRILLED: May 18, 2016 SAMPLING METHOD: CA and SPT LOGGED BY: GTV HOLE ELEVATION: Not Recorded ,,... Depth of Groundwater: 2.5 Feet Boring Terminated At: 10.0 Feet Page 5 of5 ,,r 'ii' !;J ;;; c: 15 r- !:': 6 ;; 'i t: " 2i 0 z u Q g z l 0 SOIL DESCRIPTION 0 -c -c z §f :E ;:: QQ iJ � 0 � � 6-;;;- ::, h 0 (!! £ t: e;, Q cl "' ¥ - e ;s 0 � >< ..., t:: z ;;,; /':! f{J/:: :;) k n !:': � 6 fj §; If! {::; z k z -c "' Ii! J!s 0 if f's i;,Q i';z rs � -c ..., 0 ta "' 2i "'8 2i ..., "' co u, :,,, o -�--�--- -- .»; -' :y SAND: very dark brown, very moist CH h�'-' h"'� r.. ""-"" -""-"" h�"' h"'� CH :s:: ' CA J 3 CLAY: dark brown, very moist � - - - :s:: ' � - - - :s:: ' � - - - :s:: ' � - - - SPT 6 6 �· '- -· I� - 0 -7 CLAVE -1- soft -2 -3 -12 -4 -5- -9 firm -8- SANDY -6 - I 8 -20 - II - I J -14 -15 -16 -17 -19 .io J',·l'.-!:l Nl 1-LLd'.:lCI I-- 0 •n 0 � if) u " 0 •n N N 0 o "' � - ..., r-. 0 0 o, ...l 0 C<'. ...l �II• 0. v, r ] w '" u r t-;' c::: � Ii i 1 �til r •n c;oN � "3 -;,j � r'" O@ )�]1 ' ooz 0 <'.--'; � i3 - r "-5 0 0 •n 0 •n 0 � N N LT·U NI HJ d\!Cl IJJ < .LTl,l I'll I !.LcFJG J.::EJ.:I NI !-LLd30 0 :r: z l) 0 •n 2 � 0 •n 0 0 0 z: ('<'. 0 2 0 � < cc "' :J 0 2 < 0 l) � z 0 o r w f--' ·1 w ('<'. u, � g u r u, Ur ,..... cc CL c-;i v, f..i ;z:w '? •n i� 7'.W � co t;; ': ?. � � <'" r '" j <"' < co 0 (Si_)� ,,, •n f--- µ... 8@ Ji •n t- u. u z 0 � g VJZ ,;;, � v' ;:2?: 0 � i3 - 0 z :z if> r- � � t- 0 0 2 '� :0 � Cl ...l < z ;, < 1:-< ifJ 0 0 0 •n 0 � 0 •n 0 2 .LJJ,l NI I Lld'JO .L:1:1:1 NI 1 LLd:10 l.JJcl I'll I LLdJO .L'HI NI I LLd'lO 0 •n 0 � 0 •n 0 0 _j_j_ 0 _J__L._L.l_ 0 a-. a ii1 I;: � 1- r w w Cc � ;l Ur Ur � (fl l� ;z:w '\'o 5 -� .r zw r "' <'" r '" r] .,,w -o , •n I- u., t3 @.I ' � •r, f- U... o·,s,:, 62': _, ·� 32': 0 � � 0 ' !l r- i � r � ""2 a c:;.c: � u \Si.• V1.y� -, o" 9, ' s: " .,%1;, 1 if '.I�)'!::'.;,, o i \ri \ \ l 0 0 -t- � 0 •n 0 0 •n 0 0 •• '.'.; <>'.to�d • .L'HI NI I LI &ICI J.3J:.l NI !-LLcEIO .LEl,I NI 1--l ldC.lCJ .I :El:I Nl I !.Ld:ICI 0 � 0 •n 0 � = = _LLLJ__L_[_J_J_J_ 0 0 -a r-. t ':' f: ' u w r w en r' ;; Ur u, Ur � 'T Cc ..'i g,: ;cw 't = .!i'c: 7. W •n •n " J..g}. <i w t;; 00 �� >n� � >-< 0 •n "' 3 ;i ":l � r'" o@ � 'T 0 ;:2� �� ,n 00 �@1 J � � 0 ; "' o- 0 0 � U) 0 � � r- < x Or .E 0 l) "' cc " . '"' 0 a ...... " o- ;:l "' � � ,n - bl :.0 •n -0 r-1-,---r·- 0 0 0 "? IJJ "' ,n = •n 0 •n 0 0 0 DI} .'£1 'T 0 � •n L EJ·l N! iu.no J.:J:.l:.I Nl I U.d3U <1l :r: ...l 0 c •n e 0 "' "' 00 01 ifJ 11-A ·: .-,. f·IS1E : SCALE IN FEET Vt,'v ,f ,1��111 i.,q/! 5 ,, ,s i, is JO 50 l I I 0 l ,, ' I ' I ' ,s 'f; �5 ' t5 60 ,. )5 e, ts 7o /(!>:/ &S a , o \S @ o[J.v, hult LEGEND Stream Dcpnslts - (Qs) - Holocene Colluvium - (Qc) - Holocene Alluvium - (Qnl)- Pleistocene Fi-anclscnn Complex - (KJfm, fg, fs, Ill\') - Cretaceous to Jurassic melange, grcweckc sandstone, scrpcntinitc, mctavolcanlc -,-Contact between nnlts ?;',.: Fault with m-rows showing movcmcnl direction dashed 1, here sheared t>�/' Cohbks \.' -; Pebbles and grnvcl, coarse sand iY Fractures 5 5 J Caltcbc GcoSolutions, Inc. 220 lligh Street (805) 543-8539 San Luis Obispo, Cnllfcrnla 93401 iufo(t!)gcosolutions.nct ,- Wi ,BJll:i J1rJc.5 oif qi- v-i,r; lot4t1¢-, TRENCH LOG Tl-A A SCALE IN FEE� 5 Ii JO I) 7 5 _L.,,, Nt,1 Wt•(f I 6, -'> 60 '( 5 5� J5 l{c, '" 75 It' j l I 1'0 es / / I A'' TRENCH LOG T-lB I ,,, /. / / --- .. ,.,.,.. // CD. i,tS I (805) 543-8539 . @l<1cosolutions.net info a.,b vi' I u : .� � o· 0 f ·- ID - r EGE ND Q ) _ Holocene • ' osits-( s Stream Dcp Qc) _ Holocene , rasstc Cnllnvlum · ( _ Pleistocene rv _ Cretaceous to .fo · AJluvium - (Qal) . (Klfm1 fg, fa, 11 )1. itc motavolcnntc Complex - ' scrpcn in , Franciscan · 1 c sandstone, · I e grew11c{ tl 1 me aug ' t between units . , ment dtrcc !01 _ Contae vs showmg n10, c I It -Ith lllTO\ // L Fau \II , ·,. sheared . dashed '' ltcJ c_-, . o\o Cobbles 'l'!:vd, conrsc snud Pebbles nnd g � Fractures 5 J j Callchc GcoSolutions, Inc. 220 I-:Iigh Str:et California 93401 · Luis Obispo, San i, . ,,, ' T- 2,/r r1. . ,': _i:-'./1 , . . , .. ' ' ., �- SCALE IN FEET Q ;f- col\,:"" 'n,,,/cm: ,� J,we,Jn r (f.>tC1«10 ''"' ,f-{,o/ r ·� f 1° rs" zp � ''!; 0 ' I ' C5 av y.A, . .. �Loltuvu,�. . 0-, ' 0 ' , Q'.1 , �[M ,;,- , � ' ' (•' ' 0 .. OJ_)\ . --�- -- • .."I- : :.,:;� • :-- '��··· COG.�je,_ It.iv ; Jo ,; <' ·,,. ..> ·r 'Fi." It h"{, \\) 'IJlW/ l�W <, I L) ., i 1r,t,,.,,, f"H·,"j·- Se,� LC,'.i'. p�,h, tyiQ$(,{(, fvc ,td,,;/ 1--r }.e<,. (J h - ·UbJ .. .. ' .. - . • ... ' LEGEND Stream Deposits -(Qs) - Holocene Colluvium - (Qc) - Holocene Alluvium - (Qal)". Pleistocene Franciscan Complex - (l(Jfm, fg, l's, mv)- Cretaceous to Jurnsslc melange, grcwackc sandstone, scrpentlnite, metavolcnnic -,-Contact between units //£ Fa\ilt with arrows showing movement rlircctlon dashed where sheared o\"' Cobbles 'iv ·C:· Pebbles and grnvcl, coarse sand Fractures 5J l Caltchc . GcoSolutions, Inc. TRENCH LOG 220 Jligh Street (805) 543-8539 T2-A San Luis Obispo, California 93401 in fo@gcosolu tio n s. net o 0 5 ' " ' ·,, I J• T 2-B 11,,.fl .:__+ ,,. ,. ' ,; ' " ' ?{ ,, I ••• , .. I I I SCALE IN FEET '" ,s 1-• - l' LEGRNl> Sf1·1:am Deposits - (Qs) - Holocene Colluvium - (Qc)-HOJQccnc Alluvium - (Q:11)- Pleistocene l•nw(lsc,111 C:011111Jcx -(I(Jrm, fg, fs, m,·)- Cretacco_u� 10 ,lura:,,5ic. mcl�ug�, g1-ewridn• sandslone, scrpcufinite, mclavolcauit -.- ContnC! between uulfs . .?'/£ Fault wlth aJ'l'-OWS showing movement dlrcclion �,,.�hcd where sheared · . o\° Cobbles Pebbles and gruvcl, coarse snud I'mctures Cali<:l1c GeoSolutions, Iuc. 220 Higl, StrcCt (805) 543-8539 Si�n Luis Obispo, CaUrornia 93401 info@geo,:olutious.net 5e.& Ll-1. fl,,{., 1,,,1,«i, � . .<d-.,1 TRENCH LOG T2-B SCALE IN FEET ,s 30 ,v fy(,J;,-J,J snw/iis Non r /,,_iv .;,-\�li!'15ho,.... ... s: Jw..J\11�1tr.e. S51 ' ,, rl/<. 'J\/1-v1,�w�vT 111 Collv�r�;., -!, -----------· J-1,ik c-��fi"(, ;-{r--1'-'----------- '" �Sfj 1:;�J0"'<�,<1a,, .. 1,t,,,0) 5'1<-ld-<A. 5C'1.ll-l N�{�5::.... Bt,ltH,/,: '}J.Jh '' Ju J f}'"1ffJ f'e(f,,,tj· �v )If' dllf,1,l(({S, FY-<?-1t't/u1:1 (�"'f ltf � V1_t�Vo(..k v11d�!ri1,J e,ollvvrWi- no ctl!vv1V1,i,, LEGEND Sn-cam Dl'posits -(Qs) - Holocene Colluvlum - (Qc) - Holocene Alluvhun - (Qal)- Pleistocene Frnuctscon Complex - (KJfm, fg, fs, mv) - Cretaceous to Jm-nssic melange, grcwackc sandstone, scrpentlnitc, mctavolcanlc -, Contact between units 7/;; Faull with arrows showing movement dtrectlon dnshcd where sheered <>\" Cobbles Pebbles and gnwcl, coarse sand Fractures SS J Cnlichc- GcoSolutions, Inc. 220 High Street (805) 543�8539 San Luis Obispo, California 9340.1 info@geosolutions.net CD- co11u�vn,- 0- Jii}f' lh I\Mt,4·· O))Jy f-}}J'.)'l\,I',• @ F1-tmur ct,n Ct1i;n k x- JA, �!.,ky 3B- ?"lcOI,"'- 1or,/i i ,·� TRENCH LOG T3-A ' -1-J[3 ' - SCALE IN FEET I I I I '' 0 ,. ' I 35 I ,, z.o 2,5 ]6 ' ro 11,� f'nr111k. ! )he) vr w,/J, '\'he � lo / \ 111.(.... (II') hot '(.. 3C. ' I ,:\, I I I I I I I I t, <5 )0 15 S• 6" 70 75 eo 70 Ip LEGEND Stream Deposits - (Qs) - Holocene C'olluvium - (Qc) - Hcloccuc Alluvium - (Q:il)- Pleistoceuo Frunclscnn Complex - (K,Jfm, fg, fs, mv) - Cretaceous to .Juruss!c mclnnge, g1•ew11ckc sandstone, serpcnunttc, metnvolcnnlc ---;-Couh1ct between units //£ Fault with arrows showing movement dlrectlun dashed where sheared l'>\° Cobbles Pebbles nnd gravel, coarse sand Fractures 5 J J Callche :-fceoSolufions, Inc. ·,{220 liigh Street (805) 543-8539 .}lnn Luls Obispo, California 9'3401 info(19geosolutions.net L� f[oo>v- o'f i�c..l,, /n iJ..i1 '{re4 /5 c,/1�/rvJf 61--v.n, ( o-,'lftlitvvl;,/c... fr.. licl,e 5hrAkA-,1vt<it<, f-ri�l-te1 1,""" ,/'/,w ,t -r,..,1,, •tf,r,k,f f4eo,- ?o"' is w,owhsz)V' \')""t'"- 15 sr- L c O O /t- ', t (M/t QH v.,t,i� ride o r T"�v in t/J-w.c.t, llJoo,,.. JJok:J- �ohtr Fr,i;i(.1J;1q, (UYefhi< ow:vlt1111 l,y c,IJvv11;},,1µu ahvv,vn.i 2) f11vlt OY/tMt,,/1-Yi lh br.,jtf,i;, o+ f;-t..i,,(� · 3) ve-r-� �viii.o..- vyh-Pil' Df k:ffj W�'ri\•coov111,.:..,., .,.t Slf�lfz(I\', 68'',f«f 4) fuJt \s· J,,111:) 5Ju1h �f H�I{ .�vrr.paw.:.J to iii)yth ,�t-<J T--JA .s-) bL..\.Vqc,/( Ji\.ll-J d_�f �ovfl, of ht-r(... dve- 'fb (�tevk ·-. TRENCH LOG T3-B I I i / "' I I es 1 )5 I 15 ',! '' ,., l •. � I V.o t/S �-�---- , / :f,vt r 1�P.-1yCH I?::- a. �---------------�,-�- z, , I z.v I I� I IO ' { I l b 111'::.s / SCALE IN FEET " - 15 - 'i• ' ••5 ,,. Iii ' ' tzo c,-.,-------- Jc - ...... _ ........ lo • ' (y �- -. A-llv.;J\v\n »r-: 111 e.t/f-- .,;,). ..,f- ii-r .... t.l., . - wlloV�Vll, 'Di,vk4t; e� ,1 � No ..f..� \tu .. j (I� J<:,rv.:..J --rw" <�llvviil l�ytYJ-d1H(,�\ ..... <.1/,v� ·::. LEGEND Strenm Depc,slls - (Qs) - lloloccne Ceuuvtum- (Qc) - Holocene Alluvium - (Qal) - Pleistocene Franciscan Complex-(I{Jfm, fg, rs, nw) - Cretaceous to .Jurnsslc melange, grcwncke snudstonc, scrpenttnltc, matnvokanic -. Conlact between units 7/L Fault wifh arrows showing movement dlrectton d11.�l1cd where sheared o'",,'" Cobbles GcoSolulions, Inc. 220 lligh Street San Luis Obispo, California 9340l (805) 543-8539 info@gcosolutions.net Pebbles and gravel, coarse sand Fractures C:11ich1> TRENCH LOG T3-C SCALE IN FEET l 1<? too 0 _J· 10- 70 r,,o So yo -z TRENCH LOG T-4 info r. (805) 543-8539 @gcosolutions.net GeoSolution-s�lr:>e�--------------- 220 fligh st:�ct . San Luis OJ. . »spo c llf ' a t ornla 93401 JJEGI�ND s:rcam Deposits - . Cclluvtum . (Qc) (Qs) - Holnccue A.lluv!mn _ {Q 1 - Holocene Fq\nci�c·m ('a)- Pleistocene . ·,;;d;u, .omplex - (KJfm rge, grcwackc sun I 'fg, fs, mv) - Crcru · - c ' ( stouc sc ' ccous to J · ". ;7,' onmct betw • rpeutlnttc III t urasstc . IL Fault wltl ecu unit, ' e avolcanlc . 1 1 arrows sho . , , ,, .. <> dashed where sh wmg movement dlr . � Coblilcs · cured . ncchon If-<'·::. 1:rbblcs uud gnw . Frncturos cl, coarse snud 5 J j Cnltche 1--.:... SCALE IN FEET IO - /h Cr,{lvv1',n» fvi,,J) I- (o/lu11\Ul'1 1n,�kt1H so I N0Ahv0U JJ,6E _,._. i,o 70 I e,o ..,. I /oo 110 ' - - 0 ., I l.0 I Or• 10-: @) a ., " ' 20 - ., 130 fJo+q� tJ., ,fh.ult f.!:�-vi � Hdl-"tto>1f-i./ V1>1h - oitc.v alfv111v1'1-") - t;/41/ r111J..5 Ov\ c;/r,Jtf, 1-t...l sail •h@) LEGEND S!L"cam Dcpo!lls- (Qs) - Holocene Colhnium - (Qc) - Holocene Allnvium - (Qnl) - Plclstocene l•'r:111cisca11 Complex -(KJfin, fg, fs, mv) - Cretaceous lo Jurassic mclauge, grewacke sandstone, scrpentlnlte, mctnvolcunic -.-Coutnct between uults 7/L Fault with arrows sho,1ing movement tlil'cclion dashed where sheared "•.° Cobb.le!> ,_;, Pebbles and gravel, coarse �art<l � Fractures .SI J Calichc GcoSolntions, Jul'. 220 High Street (805) 543-8539 S,1n Luis Obispo, Cnlif'ornia 93401 info@gcosolulious.nc(· TRENCH LOG T-5 ,. SCALE IN FEET tts- • o 5 I� I I I ,s I 2,0 I 30 I 35 I T-"h >vv"\'lti lwtl ..-NSf'(; �cp../1tlt.'2-- <iv 4, s, f., 60 6$ I I I I \ I Jo I 75 80 I fo I ts I I OCJ .,. ·I i' ,. - ,s.-. /O'jf..J/2. '. 1 · r ·r ·, g,:,i:,,n. c.l.1.y !o(R. sn: �d»"-<.. ct1/1t..N. wrti.. ((}i,.1,/tJ Zif ,ys Z}IJ I , .. {.' u» ,,. /IS ,,. 1 7.5 -l�D ,r, ,rp ,1i5 l''i° ' ''i' ll• '40 ,,. ,1, I ., I I I I I I I I I { O· \IS 0" /GeoSolution.�, Inc. 220 High Street Siin Luis Obispo1 California 93401 .!�. . (805) 543-8539 info@gcosolutions.net J.,EGEND Stream Deposits - (Qs) - llolo�cnc Conuvtuui - (Qc) - Holocene Alluvium - (Qal)- Pleistocene Irmnctscan Complex - (�J_fm, fg, Is, mv)- Cretaceous to Jurasslc mel:mgc, grcwnckc sandstone, ser-pcnfinlte, mctavolcatlic �,-Contact between units //£ Fault with arrows sho,,hig movorucnr dfrectlcu dashed where sheared 0\° Cobbles Pebbles and gravel, coarse smul Ierncturcs Callchc b0<l<f11t<'i l'Vllstl<lce, ;TRENCH LOG T-6 · .... ·. ; I '"' '" I 10 I 'i )S I ,, I ,, n I I 50 I i-7 ' 45 qo I J� I 1.0 " I SCALE IN FE�; 110 I 1¥S l),.;., 1,,,f"<� c�, I,, { ! lf I z, I '" I fo Jq,.. I IJS I I tS I I'S ' . ll� (805) 543-8539 In f o@gcoso I u tio ns.n ct LEGEND . . (Qs) _ Holocene De1J(JsJts - Sh·e1U1'. (Qc) _ Holocene Jurassic Colluvhun - Pleistocene ) Cretaceous to A.lluvium - (Qal) -, . (KJfm, fg, fs, mv ,: ,;1,. mcravolcanic C np ex- -nen u •• �·, Franciscan .ox , ke sandstone, �erp I ge grewac r ll me 1111 • 1 b tween units . -ement dlrec to -�coutnc. c . rs sbowtng mov . I tth arro- ... ?';£ Fau thwl where sheared das C( ,,�,;" Cobbks .. ye], course snnd Pebbles mu! g• '1 � Fr-ncturos 5 SJ Cnliche GcoSolutions, Inc. 220 H'igh Street lifornin 93401 : ·. Obispo, Ca I San Luis SCALE IN FEET ' 1.,.011 JJ)I .I. I i !- •. LEGEND Stream Deposits -(Qs) - Holocene Colluvium - (Qc} - Holocene Alluvimn - (Qal)- Plclatoccnc Frnnclscnn Complex - (KJfm, fg, fs, mv) - Cretaceous to Jurnsslc melange, grcwacke suudstoue, sorpentlnltc, metavolcnnlc -.-Contnct between units f'/L Fault with a\TOW.'> showing movement direction dashed where sheared o\"' Cobhks ii� I iP I tss I m I )y -. ,. Pebbles and gl'a\'ci, corn-so sand Fractures 5 SJ Cultclrc GeoSolutions, Inc. 220 High Street (805) 543-8539 San Luis Obispo, California 93401 info@gco.<,,olntions.net TRENCH LOG T-7 0 I 6 . • ' 0 � ' c t- • " ' • 0 Ic I -r. 7 ,JJ.�'" "" rr� (,l Y l,utY- NJU: ____,_. -,rrr• lj COYl-�v 15 "' JO !5 .,, jJ ;o z.c I I I I I I I I SCALE IN FEET cl,1''f '"� w,m. P= ,,\\k, 1 H,o,,\,. oiht\oJ - bvows 7,> y, Y/'1 01.1.tr Ci /!vv11,11-1 LEGEND Stream Deposits - (Q�)- llolocenc Co)luvium - (Qc) - Holocene Alluvium - (Qal)- Plcfstoconc Frnncfscnu Complex -(K,Jfm, fg, fs, mv) , Cretaceous to .Jui-asslc melange, gt•cwncl<(' sandstone, serpcnrinltc, nictavolcnnic -, Contact bctwccn units //L Fnult with m-rows showiug movement direction dashed where sheared ¢\., Cobbles Pebbles and gravcl, co:n·sc sand Irractnres Calichc Ceo Solutlons, Inc, 220 High Street (805) 543-8539. San Luis Obispo, California 93401 info@gc?solutions.net N•r<1--N, f,,l'liaj clwolev 15 ff!J ;,-- ctC(ivtif(,l t(> t.(e «r- ht11te.5 th> N()IJh/liP,�h eu}l 4/� f r,f;fY /(vi� / TRENCH LOG T-8 T-? k,� TIA; r -r 1 1 i I I i . I ! ff ,., I 0 .o ' G 0 0 -I rJ,1 0 ! 'f 5 I "iJ'�l-e{· , .· te,,; � !> I Jb I lb I 1--- b ,s I lo i ' ., o�,·· o 0 b ' v Q,f b 0 � 0 5 .I SCALE IN FEET O,.i,.,,,,_., 7YR3/, llitjt, ittl.<_ s'�n ri·11a frov.,J..t.J d�1t'! To /,S f.:,t-. D I ------------- [ 1il-E IV�H 1-� ! l'lot• · _ 'hi>_�1.1·l�,.'J oksi1· .. .J1 - .fwlt,, 'HA J,,, ,,,t ciJ,,.J ,,.v,. ' . L�G-END S1r�a1�1 DcPOsils - (Qs) - Holoccuc Colluvlum - (Qc) - Holocene Alluvium - (Qnl) - l'lcistoccnc Frnndsclll.i Complex -(KJfm, rg, fs, mv) - Cretaceous lo .T11r:15ilc mcbugc, grewacke Srmdslom:I, serpe11finih.•, auctavolcanbc -1-��uf:lct between nnifs . lJ' .C F:ndt w_ifh 1n·1·ows showing movement dlrcctlon · dashed where sheared o�/' Cobbl� Pebbles nud grnvel, cO:ir�c saud Fractui·cx · Calichc GcoSolutions, Inc. 220 High Street (805) 543-8539 Snn Lui's Obispo, California 931'{,ll infu@.geosnlutions.net TRENCH LOG T-9 .. , s .SCALE IN FEET 0 ', I<> ,, I I I i>'"'' �'f .+ st,r• -. .'IP I 1-loA ,. " " - .... ;1qn- lbiJ_t,,,. d�r,:- �..,l�w L({,n, 30 ,> �o qr so ff. 6' IS )) I I I I JO �b I I I I r ' ; ... : 100 I lo< I 11, I I'! I 125 I \) O I ·,. LEGEND Stream Deposits -(Qs) - Uoloccuc Cclluvium - (Qc) - Holocene Alluvium - (QaJ) - )!lcbiocei1c . Frunclscan Complex - (KJf111, fg, fs, urv) - Cretaceous t00 Jumsstc melange, grcwackc sandstone, serpentlnlte, motavolcanlc -,-Contact between units //£ Fault with arrows showing movement dtrccttcu · � 0 dashed where sheared e> <- Cobbles � · ··.:, Pebbles nnd gi·iw�l, Coarse sand l'< Frncturcs .S SJ C:11ichc GcoSoiutions, Inc. 220 High Street · San Luis Obispo, California 93401 (805) 543-8539 intO(f,&gcosolutions.nct TRENCH LOG TlO-A T-/D"g o- SCALE IN FEET 0 1- (U I ($ ( Y"'i ,,.4 ,• 1,,, 'I' ,, I )5 ' 5,,.,,1).. ftJ£. 1,,f '\)(/v11 \Ju� w..::11 JO ' 5tt-"'"'i- r,r o Y O « I'""",,_,.,,, 1-toi-\ ,!. e,,t- .i,1l P� 'Y.i,frh t' ,( (o 65 70 '1 Fo' S;$ ?r I I .I \ ( '}·· -�· [ 11'if1YlH 1013] LRGlSND Sh'cam Dcposli� -(Qs) - Hol�ccnc CoJlu,•ium - (Qc) - Holocene Allu·\'ium - (Qhl)- Pleistocene F1:nnciscan Complex -(KJfm, fg, A, mv)- Cretaceous lo Juravslc melange, grewocke s�iu.lslonc, scipentlnlte, metnvolrunlc /Confacl between unil.s · 7; L Fnult 11ith at-rows showing mo,·cmcnt dlrccllon dushed where sheared o\.:� Col1bles �.:. Pebbles aml grm·cJ, coarse sand �< Fructures "5J J Calidlc 5�J<,\, ,le ,,ro, .. , /I qi,J.. f.u /1 - � 70 65 ;6 o- 5- 5eh,l I (0 ..- I I c,l�iv t1!1t1u111i-.. ts _ !i c t--f""'"u< , ... �{,, ... 5 ... ;) ::Gc6Soluti0ns, Joe. . 220 IJigh Street San Luis Obispo, Cullforuln 9340l (805) 543-8539 infoQ:&gcosolutions.nct TRENCH LOG TO-B GeoSolutions, Inc. SOILS RE}'.ORT (805) 543-8539 - \ Project: Madonna Froom Ranch Date Tested: Juue3,2016 Client: Project ff: SL09734-I Sample: A Depth: 1.0 Foot Lab#: 16516 Location: B-1 Samnle Date: Mav 18, 2016 Sampled By: GVffG Soil Classification Leborntory Ma:ximum Density ASTM 02487, 02488 - ASTMDl557 - - Result: Very Dark Grayish Brown Sandy Fat ' i CLAY 1.2 Specification: CJ-I Sieve Analysis a.o ··---·---·- ··-------· -- --··---- .. --------- -----·--- ---·-· ASTMD422 ;_. -- -, Sieve Percent Project - 0.8 Soecifications ' u Size Passing Q, i > 3" i � -� 0.6 -· -· 2" I s: ro I 1/2" I 0 <'.' 0.4 ··-···----·· -·------- ------ .. ------· ----- !" 0 3/4" I 93 I 0.2 . -----·-·- ----.� -- .. -�.- -·-···---- -----· --- ·-··-- No.4 No. 8 90 ' . . . . . No. 16 89 0.0 No. 30 87 0.0 0.2 0.4 0.6 0,8 1.0 1.2 I .·-, ... No.SO 84 I Water Content,% ' No.100 82 No. 200 79.6 Sand Eauivalent Cal 217 L 1 SE 2 Mold ID n/a Mold Diameter iris. I 4:00 3 No. ofLavers 5 Weight of Rammer lbs, I 10.00 4 No. ofBlows 25 -- . Plnsticity Index ASTM D4318 Liouid Limit: 54 Estimated Soecific Gravitv for 1 OOo/o Saturation Curve = · Plastic Limit: 23 Trial# .1 2 3 4 Plasticily Index: 31 Water Content: Expansion Index D1y Density: ASTM D4829 Maximum Dry Density, pcf Expansion [ndex: 107 Optimum Water Content,%: Expansion Potential: High Initial Saturation, %: 50 Moisturc-Densitv ASTM 02937, Moisture Content AST:tvl D2216 Samele Deoth (ft) Water Content ('%1) Orv Densitv (net) Relative Densitv Samele Description B·I 2.5 38.5 Dark Olive Gray Sandy CLAY B-2 2.5 27.4 Dark Olive Grav Sandy CLAY >----· Report Bv: Aaron Eichrnan Bl I j I I GeoSolutions, Inc. SOILS REPORT (805) 543-8539 Madonna Proom Ranch Project: Client: Samele: Location: B B-3 Deoth: 1.0 Foot Date Tested: Project#: Lab#: Samule Date: Sampled By: June 8, 2016 SL09734-l 16516 Mav 18, 2016 GV/TG 1.2 1.0 0.8 0.6 Water Content,% 0.4 Laboratory Maximum Density ASTMD1557 0.2 0.0 SE 1 Soil Classification ASTM D2487, D2488 Result: Dark Gray Fat CLAY I I Specification: CH Sieve Analysis ASTMD422 Sieve Percent Project 'n Size Passing Snccifications c, 3" ;3 '"' 2" c w 1 1/2" Cl i:' l" 0 3/4" No.4 100 No. 8 100 I No. 16 100 No. 30 99 No. 50 98 No. 100 96 No. 200 94.7 Sand Eauivalent Cal 217 11------;c=======r="-------1----------------------------·-·-·---------------- 2 Mold ID n/a Mold Diameter, :ins. 4.00 3 No. ofLavers 5 Weicht ofRammer, lbs. 10.00 4 No. of Blows 25 Plasticity Index ASTM D4318 Liauid Limit: 84 Estimated Specific Gravity for 100% Saturation Curve= Plastic Limit: 36 Trial# 1 2 3 4 Plasticity Index: 48 Water Content: Expansion Index Drv Density: »=--�-� A_S_1_'lv_!_D_4_8_29�--��----1Maximum Dry Density, pcf: Expansion Index: 186 Optimum Water Content,%: Expansion Potential: Very High Initial Saturation, %: 50 ( Moisturc-Densifv ASTM D2937, Moisture Content ASTMD2216 Samu le Deoth (ft) Water Content (%1 Drv Dcnsitv (pcf) Relative Densitv Samele Description Renart By: Aaron Eichman B2 GeoSolutions, Inc. SOILS REPORT (805) 543-8539 Madonna Froom Ranch Project: Client: Samo le: Location: c T-2 Den th: 2.0 Feet Date Tested: Proiect #: Lab#: Samele Date: Sampled By: June 9, 2016 Sl.09734-1 16516 Mav 18, 2016 GVfrG Soil Classification ASTM D2487, D2488 Laboratory Maximum Density ASTMD1557 Result: Dark Reddish Brown Sandy Fat CLAY I Specification: Sieve Size 3" 2" I 1/2" I" 3/4" No.4 No. 8 No. 16 No.30 No. 50 CH Sieve Analysis ASTMD422 Percent Project Passinz Specifications 1.2 1.0 't 0.8 "- i: ·� 0.6 c © 0 c: 0.4 0 0.2 0.0 0.0 0.2 0.4 0.6 Water Content, % 0.8 1.0 1.2 1--N-"'o.;.. 2'"0'"0'---S'-,-an_d_E-mu-iv_a_le-,-,t-C_.al_2_1_7 �I ----------------------------- 1 SE 2 Mold ID nfa Mold Diameter, ins. 4.00 3 No. ofLavers 5 Weizht of Rammer, lbs. 10.00 4 No. ofillows 25 Plasticity Index ASTMD4318 Liquid Limit: 65 Estimated Specific Gravitv for 100% Saturation Curve= Plastic Limit: 23 Trial# I 2 3 4 Plasticity Index: 42 Water Content: 79 Expansion Index: Expansion Index Drv Densitv: u-. A_S_T_M_D_4_8_2_9 _.Maximum Dry Density, pcf Optimum Water Content, %: Expansion Potential: Initial Saturation, o/o: Medium 50 Moisture-Densitv ASTM D2937, Moisture Content ASTM D2216 Samo le Deoth (ft) Water Content(%) Div Dcnsitv (pcf) Relative Densitv Samele Descrintion Reoort Bv: Aaron Eiclunan Il 3 GeoSolutious, Iuc. CONSOLIDATION REPORT (805) 543-8539 D2435-11 Project: Madonna Froom Ranch Dale Tested: 6/7/2016 Client: Project s: SL09734-l Sample: B-1 @5' Depth: 5.0 Feet Lab II: 16516 Location: B-1 Samule Date: 5/18/2016 Material: Ve1y Dark Grayish Brown Sandy CLAY Sampled By: GV/TG .. 0.00 E . --� ., -L •.. .. .. " I '--- � 2.00 ' .. I - ' '. ---1 I - .. . . . .. . . " . 4.00 � .. ,_ . - - . . - 6.00 . �--· .. - . ' . p 8.00 I I ' . ·s �- . ' h ' .. +' � .. L ir: ' ... � 10.00 ' , .... ---s . ' I - ' 12.00 . . .. - . .. - I .. � -- �- . . . ' 14.00 -- .. . . . .. -- - .!....._ . .. 16.00 . . .. .. I I �- . -- ;:):: " 18.00 I .. ··- . .. . . .. . . . . 20.00 1 10 100 1000 10000 Log of Pressure �- �--- ---· �- ··- ·----- Applied Pressu;·e (psf) % Strain Compression Index, Cc 250 0.38 0.165 500 2.99 Recomprcssion Index, Cr 1000 6.55 0.017 2000 10.12 4000 14.11 8000 18.35 2000 17.32 500 15.56 Report By: Aaron Eichman I .. B4 GeoSolutions, Inc. ,,:: DIRECT SHEAR TEST 'SUMMARY REPORT (ASTM. D3080) {805) 543�8539 Project: Madonna Froom Ranch ProjectNo.: SL09734-1 Client: Date Tested: 6/9/2016 Sample No.: Location: B-1 (ci), S' Depth: 8-1 5.0 Feet Lab No.: 16516 Checked By· AE MATERIAL DESCRIPTION LL PL Pl o/o passing No. 200 Gs' Sample Type very Dark Grayish Brown Sandy CLAY nm nm nm llnl 2.4 m-situ (rings) "' Gs= assumed; nm= not measured ---·· o = 1 ksf - -- o = 2 ksf -- o = 3 ksf ----- a= 1 ksf - - o = 2 ksf -- a = 3 ksf - · · o = 4 ksf Horizontal Displacement (in) 0.000 -r----,---��--�----�--� Horizontal Displacement (in) � 0.005 1= <!) E 1l 0.010 "' 0. "' zs 0.015 ro o 'e � 0.020 - ' 0.20 t, Ultimate Peak 0.10 0 -- / / ,.,... � �-=�- ... -0------ ··----z� ?'°"---?,,,,::.::: . .'.. ---+--·· _, 0.0 i-,a':.:.....���-1-�-���-1-.,__,J 0.00 - · · o = 4 ksf 2.5 I __ .. -··· �-·--····-�_...... --,D +-----···-. L'..--··---1-·-- .f··· 1· 'ti° 2.0 "'" "' "' l1' 1.5 u5 "' <!) 1.0 .c (fJ 0.5 initial Specimen No. Conditions I 2 3 4 Dry Density 92.3 90.3 87.4 95.7 Water Content(%) 25.8 25.8 25.8 25.8 Diameter (i11) 2.42 2.42 2.42 2.42 Sample Height (in) l.00 l.00 l.00 l.00 Test Data Specimen No . I 2 3 4 Normal Stress (ksf) 1.00 2 00 3.00 4.00 Peak Shear Stress (ksf) 0.72 1.06 1.85 2.28 Horiz. Displaccnent at 0.15 0.24 0 24 0.24 Peak Shear (m) Ultimate Shem Stress (ksf) 0.68 1.06 1.85 2.28 J-Ioriz. Displ. at Ult. Shear 0.24 0.24 0.24 0.24 (in) Rate of Deformation 0.002 (in/mm) 0002 0.002 0.002 4.0 3.0 ---+--� ·----··--f---- ... 2.0 .. . ------+--·- Normal Stress (ksf) 1.0 o Peak -·-· / 4.0 �-------------- 3.5 1.5 0.5 1.0 0.0 0.0 Cohesion, Cpc,k (µsf) 1 Io Angle of internal F1 iction, 0puk (degrees): 28.7 6 Ultimate - 3 o - Linear (Peak) }.'! . I � 2.5 ·------t----··1····----+--,:_::;··� u5 2.0 -�-----t----1----±-,r"''--� ..,..v ----+--·········--+--:::.. -----j // �--------4 "' <!) .c (fJ Remarks: Samples were not saturated prior to shearing BS �-------------------=-=---------------------...J Forensic Analytical LABORATORIES Final Report Bulk Asbestos Material Analysis (Air Resources Board Method 435, June 6, 1991) GeoSolutions, Inc, John Kammer 220 High St. San Luis Obispo, CA 93401 Job ID/Site: SL9734- I - Froem Ranch PLM Report Number: N/A Client ID: 4947 Report Number: N008330 Date Received: 06120116 Date Analyzed: 06127/16 Date Printed; 06/27/16 FALi Job ID: 4947 Total Samples Subtnittcd: Total Samples Analyzed: Sample Preparation and Analysis: Srunples were analyzed by the Air Resources Board's Method 435, Delennination of Asbestos Content of Serpentine Aggregate. Samples were ground to 200 particle size in the laboratory. Approxilnately l pint was retained for analysis. Samples were prepared for observation according to the guidelines of Exception I and Exception Il as defined by the 435 Method. Samples which contained less than 10% asbestos were prepared for observation according to lhe point count technique as defined by the 435 Method. This analysis was perfonned with a standard cross-hair reticle. Sample ID Rock 1 Lab Number 11777123 Layer Description Grey/Green Stones Point Count Results: Number of asbestos points counted: 0 Number of non-empty points: 400 Matrix percentage of entire I 00 Percent asbestos in matrix: < 0.25 Visual estimation percentage: <l Asbestos lype(s) detected: Chrysotile Comment: Asbestos was detected but no points were counted due to counting criteria. Therefore quantitation deemed to be< 0.25%. Tad Thrower, Laboratory Supervisor, Hayward Laboratory Note: Limit of Quantification (LOQ) = 0.25%. Trace denotes the presence of asbestos below the LOQ. ND= None Detected. Analytical results and reports are generated by Forensic Analytical Laboratories Inc. (FALi) al the request of and for the exclusive use of the person or entity (client) named on such report Results, reports or copies of same will not be released by FALi to any third party without prior written request frorn client This report applies only to the samplc(s) tested. Supporting laboratory documentation is available upon request. This report must not be reproduced except in full, unless approved by FALT The client is solely responsible for the use and interpretation of test results and reports requested Ii-om FALJ. Forensic Analytical Labmatories lnc. is not able 10 assess 1he degree of hazard resulting from materials analyzed. FALi reserves !he right to dispose of all samples after a period of thirty (30) days, uccording to all Slate and federal guidelines, unless otherwise specified. All samples were received in acceptable condition unless otherwrsc noted. I of I 3777 Depot Road, Suite 409, Hayward, CA 94545 I Telephone: (510) 887-8828 (800) 827-FASl I Fax: (510) 887-4218 I I l l l I l I I I Anolysis Rsaquesl Form (COC) forensic Analyticcd I.ABORATORll=s Cltont 1-..Jnmo & Addres�; ;I.'{�' \t/i{,. -J{/).·j � .1·�, t I _l ;> ( i Jt1.i·/,1 I 110 I s.; / 1./i ui, > f'\. I /I Ccufccl: J Phone: ...._ · I ; I'' ' .- •1 , < ,;. :Jc·J-1;-; __ /:1..-,11,.-,,·� ... r,·:·�-:,11; J .,1 •. 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Svi11: J, lcs vcqcs. )\JV fl1JJ l9 • Phone: i'02/7fl1\-00,tO November 18, 20'! 6 ECI Project No. 1G 13 Earth ·· Consultants lnternational To: Pacific Gas & Electric Company Geosciences Department 245 Markel Street, MC N4C San Francisco, California 941 05 Attention: Dr. Chris Madugo, Senior Geologist Subject: Report - Soil Stratigraphic Assessments in Support of a Study lo Characterize the Activity of Strands of the Los Osos Fault Exposed in Trenches Along the Los Osos Valley Road, in San Luis Obispo, California 1.0 INTRODUCTION We are pleased to present this report describing our findings of a soil stratigraphic study that we conducted al your request for a site along Los Osos Valley Road, in San Luis Obispo, California. The purpose of our study was lo estimate the age of the soils observed in trenches excavated by others. These trenches exposed strands of the Los Osos fault, and we were asked to provide assistance in characterizing the age of the soils involved in the faulting lo better understand the recency of activity of the faults exposed, and if possible, their earthquake recurrence. Determination of the age of the faults exposed will be conducted by others using our soils data and observations regarding how the faults interact with various surface and buried soils that we identified in two trenches. 1.1 SCOPE OF WORK The specific tasks that we conducted as part of this study are described below. More detailed information regarding the methodology we used lo describe the soils, calculate the soil indices, and estimate the ages of the soils is provided in the following sections. • We reviewed photos and photomosaics of the trench exposures and discussed our preliminary impressions with you and the project team via telephone and video conferencing. • We compiled, reviewed and analyzed several soil chronosequences and soil profiles developed in coastal areas of central and southern California and the Baja Peninsula, Mexico, that were described and dated by others. If soil descriptions were provided in the sources used, we calculated their Soil Development Indices (SDI) and Mean Horizon Indices (MHI) in an effort lo develop soil chronofunctions appropriate for the San Luis Obispo location. The references used arc listed in Appendix A. • We traveled to/from the Los Osos Valley trenching site in San Luis Obispo, where we reviewed the trench exposures still open, discussed with you the stratigraphy observed 1642 E. Fourth Street © Santa Ana (";) California (!) 9270·1 1'" USA Telephones: 714-412-2654 & 544-5321 © Facsimile: 714-494-4930 �;K wvvvv.earthconsultants.cotn November 'IS, 2016 ECI Project No. 3613 in the trenches, and photographed and collected soil samples from four separate soil profiles. We also collected samples of unaltered or slightly altered alluvium from the walls of the active wash near the east side of the property lo use as proxies for the soils' parent materials. • Back in our office, we completed the soil profile descriptions. These are presented in Appendix B. • We calculated the SOis and MHls for the profiles that we described in the field and compared them to the indices of the soils described and elated by others that we had analyzed and compiled as part of our desktop study. Using the chronofunctions developed from the soils data analyzed, we estimated a range of ages for the soils at the site. The soil age estimates computed were then vetted for reasonableness based on topographic and geomorphic position, and geological context. • We prepared this report summarizing the work completed. 2.0 METHODOLOGY USED FOR SOIL-STRATIGRAPHIC ANALYSES 2.1 BACKGROUND The term soil as used herein refers to a natural body of mineral and/or organic material consisting of layers (or horizons) that are different from the underlying or original geologic (parent) material in their "morphological, physical, chemical and mineralogical properties and their biological characteristics" (Birkeland, 1984). These differences are the result of weathering and the effects of five main soil-forming factors: parent material, climate, slope or topography, organisms, and time (Jenny, 1941 ). Time is an important factor because the longer a geologic deposit is exposed to the effects of weathering and soil formation, the better developed the soil characteristics generally become. We take advantage of this when using soils lo estimate the age of the deposits. Soil development occurs on stable geomorphic surfaces (a stable surface is one that is not being significantly impacted by deposition or erosion). Soil development typically starts to occur as soon as a surface stops being eroded or deposited on. Therefore, in some environments, such as an alluvial plain or alluvial fan, il is common to find several weakly lo moderately developed buried soils that rest one upon the other, sometimes separated by unaltered or only slightly altered sediments (the parent material). The soils represent periods of sub-aerial weathering and soil formation that occurred in between periods of alluvial erosion and deposition. In these environments, the age of the primary, unaltered deposits is estimated by summing the age of the individual soils, including the surface soil and the buried soils that overlie the section of interest. It is important to recognize, however, that the soil-age estimates will provide a minimum age for the parent material, as the estimated ages do not account for the length of time it took for the sediments to be deposited. Furthermore, if portions of soil horizons, or even entire soil horizons, have been removed (truncated) from the area by erosion, the age estimates will not capture that erosional period of lime. Nevertheless, if these limitations are recognized, soils can provide useful information on the age and geological history of a constructional surface, such as an alluvial or marine terrace or alluvial fan. This is especially true for sediments that 1) do not con lain suitable datable materials such charcoal, 2) whose age extends beyond the useful range of radiocarbon Report- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 2 November 18, 2016 FCI Project No. 3613 dating, 3) that are too coarse-grained or Loo clayey to elate using Optically Stimulated Luminescence, and 4) cannot be elated by some other absolute elating method. In these cases, soil-age estimations arc particularly useful. 2.2 SOIL DESCRIPTIONS For this project we described four soil profiles; three in trench T-1 A and one in trench T- 2A. Three of those profiles include a surface soil and two underlying buried soils. The last profile we described is a soil developed in a fining-upward section of fine-grained sediments that were deposited in a low spot that appears lo have formed as a result of movement on the adjacent fault. These sediments are referred lo here as "ponded deposits." Lastly, we also collected and described samples of unwealherecl lo slightly weathered alluvium from the active channel near the eastern portion of the site. These alluvial deposits are considered representative of the parent materials for the soils described in the trenches. The dcscriplions were made using a combination of the characleristics and nomenclature established by the Soil Survey Staff (1975, 1992), the National Soil Survey Cenler (2012), and Birkeland (1984, 1999). Colors of the soil horizons were recorded by comparing the color of the matrix and clay films, both in the dry and wet slates, to color chips in a Munsell Soil Color Chart. Other characteristics that we recorded include: 1) texture or grain-size distribution, 2) struclure (whether the soil mass breaks into dislinctive peels, or is single-grained), 3) the amount, distribution and thickness of translocated clay forming films or stains on the soil ped faces and clasts, in pores, between sand grains (called bridges), around clasts, and in clast pockets, 4) the looseness or induration of the soil peels when dry and moist, and 5) the stickiness and plasticity of the wet soil. The sharpness and relief characterislics of the contact (or boundary) between horizons were also noted. Finally, we also noted and qualitatively described the content, size, angularity or roundness, predominant composition and degree of weathering of the clasts found mixed with the finer-grained soil matrix. The clasl weathering stages used follow the nomenclature defined by Tinsley and others (1982)1, who found a positive correlation between the age of a deposit and the degree of weathering of the clasts therein. The complete soil descriptions for all profiles are provided in Appendix B. 2.3 SOIL INDICES AND DEVELOPMENT COMPARISONS To estimate the age of geologic deposits using soil-stratigraphic techniques we rely on a comparison of the characteristics of the soils in question with those of other soils I Stage 1: Unweatherecl bedrock, rings sharply to blow of hammer. Stage 2: Slightly weathered bedrock, incipient to moderate surface p1tt111g, fractured, with oxidation rinds greater than 1-2 111111 in thickness, yields moderate ring to blow of hammer. Stage 3:Substantially weathered bedrock, surface highly pitted, strongly fractured, mafic minerals and feldspars may be strongly altered, clasts can be broken with difficulty by hand, dull sound to blow of hammer. Stage 4: Very strongly weathered bedrock, easily dbaggregated by hand into grus; very dull sound when struck with hammer. Reporl- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 3 November 18, 2016 ECI Project No. 36Ll developed in similar parent materials and climate conditions that have been elated using both absolute and relative dating methods. For this quantitative comparison, the characteristics of the soils are assigned numerical values that are then used to calculate the soils' degree of development. We used two of these quantitative methods for this study: Harden's (1982) Soil Development Index (SDI), and Ponti's (1985) Maximum Horizon Index (MHI). Both SDI and MHI values have been shown to be useful relative indicators of soil age, with older, better developed soils typically having higher SDI and Ml-II values (Harden, '1982; Harden and Taylor, 1983; Rockwell et al., 1984; Rockwell et al., 1990; Bornyasz and Rockwell, 1997). In these quantitative assessments, the characteristics of the soil are "subtracted" from the characteristics of the parent material to develop an empirical estimate of the length of time that a geologic deposit has been subjected lo the effects of weathering and soil formation. Field studies have shown that all other conditions being equal, a soil developed in fine- grained sediments appears better developed, with increased horizonation and illuviation, than a coarse-grained soil of similar age (Rockwell el al., 1985). We accounted for these differences when estimating the age of these soils as follows: For the coarse-grained buried soils we used the gravelly loamy sand alluvium that we collected from the active channel as parent material. for the fine-grained surface soils and the ponded deposits, we used sanely loam alluvium as the parent material. The descriptions of these alluvial parent materials are included in Appendix B, at the encl. To obtain minimum age estimates for the soils in the profiles clescribecl, we compared the soils' SDI and MHI values with the chronofunctions presented in Dolan et al. (1997; see Graphs 1 and 2 below), which are based on the chronosequences of the Ventura Basin by Rockwell (1983) and Rockwell et al. (1985), the Merced Valley by Harden (1982), and Cajon Pass by McFadden and Weldon (1987). Since two of these chronosequences (Merced Valley and Cajon Pass) developed in inland areas of southern California not exposed to coastal fog, and are thus unlike the coastal area of San Luis Obispo where the site is localed, we also compiled, reviewed and analyzed four additional soil chronosequences developed in coastal areas of central and southern California (Rockwell et al., 1994; Muhs, 1982), and in the Baja Peninsula in Mexico (Rockwell et al., 1993). Coastal soils typically develop faster than inland soils because sodium input from sea spray and coastal fog helps to cleflocculate (disperse) the clay minerals (Shlemon, 1978; Shlemon and Hamilton, 1979; Birkeland, 1984), and the moisture provided by the fog helps to translocate (mobilize) the clay fraction down the sediment section. As a result, argillic (Bt) soil horizons tend to form faster in this environment than in more inland areas not subject to these fluxes. The properties of these soils were quantified using both the Harden (1982) and Ponti (1985) methods to develop soil indices that we then plotted as a function of time to develop chronofunclions that would theoretically be more representative of the site than some of the chronosequences used for the soil age regressions used by Dolan et al. (1987). Report- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 4 November 18, 20 I G ECI Project No. 361 'l Graph 1: Soil Development Index vs Log Age Regression published by Dolan et al. (1997) and used in this study to estimate the age of the Los Osos Valley Soils ',(<1 •,,,J• �t'l ' .1·,) -1•·,.'''l'·';)i,,, --- ,,,.,,; .,.,-,. .. ,!, ll ,-,,,.,,,-,,, " . ,•tll}! Graph 2: Maximum Horizon Index vs Log Age Regression published by Dolan et al (1997) and used in this study to estimate the age of the Los Osos Valley Soils /.l!l !''ll' rcc I ,,tl)t --\�o;tc,;l\>;i\.Lro -- - 711 CI !·r<id,•JY oco IJ7d Gill 1,-,) The age estimates calculated using soil-stratigraphic methods provide the approximate minimum length of time that a soil was exposed to soil-forming processes when at the ground surface. In areas where the surface soil is underlain by one or more buried soils, Report- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 5 November 18, 2016 ECI Project No. 3613 the age of the buried soils and the underlying sediments is best estimated by adding the age of the overlying, surface soil to the amount of time that each of the now-buried soils was exposed to soil-fanning processes prior to burial. This method is consiclerecl lo provide a minimum age for the sediments that the soils developed in because the age estimates do not account for the length of time it took for the sediments lo be deposited, nor do they include any soils (or portions of soil horizons) since removed by erosion that are no longer present in the record. Finally, and of significant note, the age estimates obtained by applying these chronofunctions need to be evaluated and reconciled with other criteria that also provide general information on the possible age of the sediments. These criteria include but are not limited to geomorphic position and the region's Quaternary history, including glacial and interglacial events that defined whether the processes of incision, backfill, or soil formation predominated. 3.0 FINDINGS 3.1 SUMMARIZED SOIL PROFILE DESCRIPTIONS Three of the soil profiles that we described in trenches T-1 a and T-2a are relatively similar in appearance and stratigraphic position. All three of these profiles have a surface soil and two buried soils (Soil Profile 3 in Trench T-2a has an additional truncated soil that is buried under a low-angle fault). Characteristics of each of these soils are summarized below. For the complete soil descriptions, refer lo Appendix B. Surface Soil: ABt1/ABt2 in Profile l; Al/A2/Bt in Profile 2; A1/A2/Btj in Profile 3 The surface soil consists of organic-rich silty clay lo silty clay loam that is very dark gray and dark brown when dry, and black, very dark brown and very dark grayish brown when moist (1 OYR to 7.SYR hues). The section is between 43 and 58 cm thick, and has characteristics of both A and Bt horizons, with structure that ranges from granular within the root zone to strong subangular blocky below. Clay films in the argillic section vary from few to common thin to continuous thick on peel faces, coating clasts and lining clast pockets. Sand grains are common, but fine gravel-sized clasts are few and scattered throughout. This deposit is distinctly finer-grained than the underlying buried soils, with only a few scattered gravel-sized clasis, and a high concentration of silt. We suggest that it was deposited primarily by eolian processes, either as coastal fog fallout over a long period of time (Keller et al., 1981), or as a paleodune ernplaced during a marine regression, typically during and after a falling sea level (Orme, 1990). Orme (1990) mapped several paleodune deposits in the study area and to the south, including several that "feather out at 300 111 against the San Luis Range (Irish Hills)." Although Orme (1990) did not map dune deposits in the immediate site vicinity, he indicated that Pleistocene eolian deposits in the region are buried under predominantly fluvial sequences, resulting in complex stratigraphic sections that require additional research. In the Santa Maria and Santa Ynez valley south of Pismo Beach, Orme (1990) mapped several late Quaternary dune deposits more than 30 km inland, including paleodune sediments that nearly wrap around the Casrnalia Hills. These observations indicate that it is plausible for similar paleodune sediments to occur in the site vicinity. Burke ct al. (2016) have studied sediments with similar characteristics in Report= So!l Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 6 November '18, 2016 ECI Project No. 36U coastal northern California, and suggest that these eolian sediments were deposited during the last glacial maximum, 20-30ka. First Buried Soil: 2Btkb/3Btb/4BCb in Profile 1; 2Btkb in Profile 2; 2Btb1/2Btb2 in Profile 3 In two of the profiles described, the first buried soil is defined by, or includes a calcium carbonate-rich argillic horizon (Btk) with Stage I to II calcium carbonate as coatings on peel faces, lining pores, in veins, and as nodules (Mac:hette, 1985). San Luis Obispo's current climatic environment (annual average precipitation of 48.3 cm and temperature of 15.2°C) is not conducive to the formation of Stage 1-11 calcium carbonate morphology. These calcic horizons therefore most likely formed when this area was drier and warmer than today, sometime during the Pleistocene. This buried soil is a relatively thin, partly truncated soil that varies in thickness between 39 and 64 cm. Although these are minimum thicknesses, as the A horizons are not preserved, and the argillic horizons appear to be truncated, the better-preserved section in Profile 1 is still thin, suggesting that this buried soil was formed during a dry period, limiting the effective depth of translocated day. The horizons observed have a silty clay to silty clay loam texture, with visibly more gravel than the surface soil described above, and moderate to strong subangular blocky lo prismatic structure. Color hues are generally in the 7.SYR lo 1 OYR range, with low chromas that are the result of overprinting by (leaching from) the overlying organic-rich surface soil. The clay films are well developed, described as moderately thick to thick and common lo continuous on peel faces, coating clasts and on clast pockets. /\II of these characteristics indicate a relatively long period of exposure to soil-fanning processes. In the trench walls that we reviewed, the contact between this first buried soil and the underlying buried soil is locally defined by a stoneline consisting of rounded to subrounded pebbles and cobbles, suggesting a hiatus of deposition between the deeper buried soil and the overlying deposit. 1 , Profile Second Buried Soil: 5Btb2/5Blb3/513tb4/6Btb5/6btb6 in 3Btb1/4B!b2/5Btlam1b/5Btlam2b in Profile 2; 3Btb3/4Btb4 in Profile 3 In Profiles 1 and 2, this second buried soil ranges in thickness from B3 to 1 s·1 cm. These are minimum thicknesses as the A horizons for these soils are not preserved, and the overlying argillic horizons are most likely truncated. The thickness of the second buried soil in Profile 3 is unknown, as the bottom of the soil is truncated by a low-angle fault, although its original thickness could be reconstructed if we are correct in our assessment that the buried soil below is part of a repeated section. In the area where we described our soil profile, the fault zone appears to be enhanced by translocated clay, whereas farther east, closer to what was the slope face prior to burial, the fault tip is obscured by soil development. This suggests that the faulting event represented by this low-angle fault occurred when the deposit was still being exposed to pedogenesis, prior to burial by the overlying alluvial fan deposits. However, at Station ·1.2 the fault plane removed the bottom section from the zone of pedogenic influence. These now-buried soils developed in coarse-grained parent materials that include many scattered clasts several inches in diameter, yet the texture of the soils ranges from silty clay to sandy clay, indicating significant chemical weathering of the original parent material and/or accumulation and translocation of wind-transported silt over a lengthy period of Reprnt- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 7 November 18, zm 6 ECI Project No. 361'l time. The thickness and distribution of peclogcnic clay clown the entire profile also indicates that these soils formed during a former welter climate, most likely during a major interglacial. Color hues are in the 7.SYR range, with 7.SYK clay films. Clay films on peel faces are found preferentially in the upper argillic horizon; the lower argillic horizons have clay films on clast pockets and coating clasls. These clay films vary from common and thin to continuous and thick. Soil buried under fault in Profile 3: 5Btb5/5Btb6/6Btb7/7BCb This is a coarsening-downward soil profile that ranges from sanely clay at the lop to loam at the bottom. The profile is at a minimum 67 cm thick at Station 1.2, where we described it, but thickens eastward, away from the low-angle fault described above (at Station 3, the profile was al least 119 cm thick). The bottom of this soil profile extends below the depth of the trench, so these thicknesses are minimum values. Colors also vary with depth from brown to dark brown (7.5YR 5/3 to 3/3) al the top, lo light yellowish brown to brown (1 OYR 6/'1 lo 4/4) at the bottom. Clay films in the upper sanely clay and sanely clay loam sections include many moderately thick on peel faces, and many to continuous moderately thick lo thick coating clasts and lining clast pockets. The soil formed in an originally coarse-grained deposit that includes many subroundecl to subangular Franciscan Formation-type clasts up to 3 inches (7.5 cm) in diameter weathered lo Stages 2 lo 4. This soil appears to represent a repeated section of the overlying second buried soil described above. As we suggested above, this lower buried soil ap[Jears to have been removed from the effective depth of peclogenic influence by the faulting event, with continued accumulation of translocated clay after the faulting occurring predominantly in the overlying soil and along the fault plane itself. To the east, closer to the slope face, continued soil development, possibly enhanced by bioturbation, obscured the fault plane so that it is no longer visible in that area. In the area where we described the soil, the deposit below the fault was removed from the effective depth of soil formation such that physical and chemical weathering of the sand fraction and/or influx of eolian silt ceased. This explains why this profile is sandier than the soil above. If this argument is correct, the estimated age of the entire section in this area is not represented by the sum of the time it took for the surface soil and each of the underlying three buried soils to form. Instead, the age of the entire section is best represented by the sum of the lime it took for the surface soil and each of the first two buried soils to form, plus the difference in age between the second and third buried soils. Soil developed in the Ponded Deposits west of the fault in Trench T-1a: Btb 1 /Btb2/Btb3/2 Bt4b This soil developed in what is interpreted to have been a fining-upward sequence of clean, well-sorted sand deposited in a topographic low-spot that developed uphill from the fault exposed in the trench, presumably as a result of the most recent earthquake event on the fault. If this is the case, then estimating the age of this soil would help establish the timing of when this fault trace last moved. This soil is overlain by a 51-cm thick surface soil comparable lo that described in Profile 1. The entire profile is 61 cm thick and includes four argillic soil horizons that vary in texture from clay at the top, to silty clay to sanely clay in the middle, and sanely loam lo sanely clay Reprnt- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 8 November 18, 2016 FCI Project No. 36'13 loam at the bottom. The upper horizons have 7.SYR hues and low chrornas, whereas the lower horizons have 10-7.SYR hues. Clay films are common in the upper three horizons, with few thick and common to many thin to moderately thick on peel faces, common thin to moderately thick coating clasts, and common moderately thick lining clast pockets. 3.2 REGIONAL SOIL INDICES USED FOR COMPARISON PURPOSES As discussed above, we compiled, reviewed and analyzed several soil chronosequences that have been described by others. In particular, we looked for soils developed in coastal areas of California and the Baja Peninsula that are exposed to marine fog and thus sodium influx, on the premise that the soils at the site have been similarly exposed 10 these conditions, and as a result have developed more quickly than other soils from more inland areas that formed in similar parent materials. To that end we found and analyzed data for four coastal soil chronosequences. These include 1) soils formed on marine terraces in the nearby San Simeon area· described by Rockwell ct al. (1994), 2) soils that formed on marine terraces on San Clemente Island described by Muhs (1982), 3) soils that formed on marine terraces in the Punta Banda area of the Baja Peninsula (Rockwell et al., 1987 and ·1989, based on the summary by Rockwell et al., 1993), and 4) soils developed on alluvial terraces in the Valle Agua Blanca area, also in the Baja Peninsula, Mexico (Rockwell et al., 1993). For the San Simeon and San Clemente soils, we took the soil descriptions provided in those sources and calculated their soil indices (SDI and Ml-fl) normalized lo a total depth of 200 cm. The Rockwell et al. (1993) publication covering the Punta Banda and Valley Agua Blanca soils did not include individual soil descriptions, but they did provide the SDI and Ml-fl values and age estimates for the various profiles that they described. It is important lo note, however, that the soil indices that Rockwell el al. (1993) calculated and published for the Valle Agua Blanca profiles were normalized to a depth of 250 cm, and we have assumed that the same is true for the Punta Banda soils, although Rockwell el al. (1993) do not say so. This is not expected to have an impact on the MHI vs soil age regression curves, as the diagnostic, better developed horizon that provides the MHI value is typically going to be found in the upper 200 cm, and MHI values are independent of overall profile thickness, but the published SDls for these soils will be higher than the SOis normalized to a depth of 200 cm. As a result, theoretically, a soil age regression plot generated with SDls normalized to 250 cm will yield lower age estimates than a regression generated with the same soil data but normalized to 200 cm. Our analysis shows that there are significant differences among the soil indices developed for these four soil chronosequences. These differences are illustrated in Graphs 3 and 4 below. Graph 3 shows the Soil Development Index (SDI) versus Log Age for the four individual soil chronosequences analyzed for this study, and Graph 4 shows the Mean Horizon Index (Ml-11) versus Log Age for the same set of soil profiles. The Punta Banda, Valle Agua Blanca, San Clemente, and San Simeon soils data are included in both graphs, with each dataset shown in a different color. The San Simeon data we analyzed includes twelve soil profiles described from what Rockwell et al. (1994) interpreted as three separate marine terraces (Qt5a, Qt5e, and Qt7). Although the number of profiles is relatively large, the ages of these samples arc limited to Reprn1- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispd, California Page 9 November 18, 2016 !:Cl Project No. 36'13 three values, resulting in a fairly limited data set on the graphs used for our analyses. We opted to show and analyze the San Simeon soils data in two different ways: 1) as an average of the SDI and MHI values for each terrace (pink dataset on Graphs 3 and 4), and 2) as individual SDI and MHI values (black dataset). Graph 3: Soil Development Index (SDI) vs Log Age for Soils in Four Coastal Areas in California and Baja California 7 6 ' t- '1 I ,, ,, " � �s ' !f ·-4� Punta Banda (rA2c::0.9043) 1$fy Valle Agua Blanca (r/\2"'0,9508) 4 =- San Clemente (rA;t,,,0.0897) ) _...,., San Simeon, Avg.IQ! (rA2,,0.0117) • ' ....,_ San Simeon, Ind. Qr {rAz�,0.0582) / 3 0 50 100 150 200 Soil Development lndexV.'lluc The curves show that the San Clemente soils yield a linear regression solution with a negative slope, meaning that the youngest soils display the strongest soil characteristics. Because this result is contrary to most observations that show an increase in soil indices with increasing age, we chose lo not use the San Clemente data to generate the chronofunctions shown in Graphs 5 and 6. Although not as obvious, the Soil Development Indices (SDI) calculated for the San Simeon soils also yield negative slopes (see Graph 3). This may be a function of the relatively small age data set; it is possible that if a larger spread of soils of different ages were available in the region, and these were described and analyzed, the combined results would result in a direct correlation between SDI and log soil age (meaning a positive slope for the linear regression equation). For the purposes of this project, however, we chose to not use the individual San Simeon SDI values lo generate the chronofunction shown on Graph 5. Interestingly, the averaged MHI values for each terrace in the San Simeon area plot as expected, with a positive slope (see pink line in Graph 4). As a result, we kept and used the San Simeon average MHI values in generating the combined MHI vs Log Age chronofunction shown in Graph 6. Graph 4: Maximum Horizon Index (MHI) vs Log Age for Soils in Four Coastal Areas in California and Baja California Report- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 10 7 November '18, 2016 ECI Project No. 3 613 3011:. u1 rour LUcl!,laJ Arl!a:,. 6 4 ' • -i- Punta Banda (r-'2"'0.859) "' V,1Jlc Agua Blanca (("2,�0.7025) ._ San Clemente (tA2,,0.3305) ..,,,.,... San Sime-on, Av0'(�1 (rA2oo{),77fl6} ....,_ San Simeon, Ind, ()t (rh2,,03 l 07) M•t�imum Horizon Index Value Graphs 5 (left) and 6 (right): Chronofunctions Developed for this Study Using the Punta Banda, Valle Agua Blanca and Average San Simeon Soils Data (MHI only) Graph 5 shows the Soil Development Index vs Log Age, and Graph 6 shows the Mean Horizon Index vs Log Age These functions were used to calculate estimated ages for the soils in this study, with the results presented under the column "Combined PB, VAB and SSavg" in Table 1 7 Regression Curve, SDI vs Log Age (Limited Dataset) 7 Regression Curve, MHI vs log Age (Limited Dataset) 6 • • 6 .. • • .. • • •• • •• • • ih � • •• <5 ... • • • ';',, 5 • !I' �· • • .. • � • � ••• • .. ••• 4 • " Y • 3.97'X + 2.85 4 OH• r"'2=0.756 y-;- O.Ol 722'"X -i- 3.496 • • r"l = 0.7797 • 3 3 0.0 0.2 0.4 0.6 0.8 1.0 0 50 100 150 200 �imum Horizon Index Value Soil Development Index Value 3.3 ESTIMATED SOIL AGES BASED ON SOIL INDICES For our final analysis we used four separate soil chronofunctions to estimate the ages of the soils described for this study. These chronofunctions include the Dolan et al. (1997) SDI Report-Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 11 November I 8, 2016 ECI Project No. 36B and MHI vs Log Age regressions shown on Graphs 1 and 2, and the limited combined data from the coastal soils shown on Graphs 5 and 6. We also used the chrnnofunclions calculated for the Punta Banda and Valle Agua Blanca soil indices, since these soil chronosequenccs generated fairly robust linear regressions (see Graphs 3 and 4). The results of these analyses are summarized in Table ·1. The values presented in Table represent the length of time that each of the soils in a given profile was exposed to soil forming processes when that soil was al the ground surface. As discussed previously, all other conditions being equal, coastal soils are expected lo develop faster than inland soils. Thus, we expected that the chronofunctions developed for the Punta Banda, Valle Agua Blanca and the combined coastal soils data would yield younger ages for the Los Osos Valley soils than the values obtained using the Dolan et al. (1997) regressions. However, as Table 1 shows, this is not the case. With the exception of the surface soil from Profile 3, the Dolan et al. (1997) regressions generally returned significantly younger ages than the other chronofunctions. Table 1: Soil Development Age Estimates Calculated for the Soil Profiles Described for This Study Mean length of Time Soil Was Exposed to at the Surface, based on the Following Soil Chronofunctions: Soil MHI SDI Dolan et al. Combined Punta (n=200cm) (1997) PB, VAB, Banda Agua Blanca (Avg I Min) SSavg* (this (this study) (this study) study) Soil Profile 1, 0.5164 40,793 / 14,014 79,440 135,019 76, 116 Surface Soil 93.52 32,857 / 10,658 127,766 515,799 91,326 Soil Profile 1, 0.4814 33,513 / 11,376 57,698 86,784 55,573 Buried Soil 1 93.63 32,916 / 10,677 128,324 519,838 91,657 Soil Profile 1 0.4093 22,348 / 7,402 29,848 34,900 29,061 Buried Soil 2 72.67 23,524 / 7,576 55,894 117,623 46,054 Soil Profile 2, 0.3591 16,851 / 5,488 18,863 18,508 18,504 Surface Soi I 71.18 22,970 / 7,393 52,689 105,836 43,856 Soil Profile 2, 0.4505 28, 163 / 9,462 43,488 58,713 42,081 Buried Soil 1 90.09 31,099 / 10,076 111,519 404,456 81,599 Soi I Profile 2, 0.4409 26,683 / 8,936 39,833 52,004 38,600 Buried Soil 2 57.4 18,418 / 5,900 30,508 39,840 27,894 Soil Profile 3, 0.2866 11,212 / 3,563 9,724 7,407 9,643 Surface Soil 56.7 18,214 / 5,833 29,674 37,913 27,261 Soil Profile 3, 0.5206 41,767 / 14,369 82,550 142,379 79,046 Buried Soil 1 75.11 24,462 / 7,884 61,574 139,842 49,896 Soil Profile 3, 0.4146 23,017 / 7,639 31,322 37,305 30,472 Buried Soil 2 59.07 18,918/6,063 32,598 44,852 29,468 Soil Profile 3, 0.4260 24,550 / 8, 177 34,785 43, 122 33,783 Buried Soi I 3 41.41 14,255 I 4,541 16, 183 12,822 16,500 Ponded 0.4255 24,482 I 8, 153 34,628 42,853 33,633 Deposits 58.5 18,746 / 6,007 31,868 43,070 28,920 Abbreviations: MJ-11 = Maximum Horizon Index; SDI= Sari Development Index; PB= Punta Banda; Vi\B = Valley Agua Blanca; SSavg = San Simeon, terrace average Report- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California l'age 12 November 18, 2016 ECI Project No. 3G 13 The Dolan el al. Cl 997) soil age regressions include curves that capture 95% of the data used to generate the chronofunction. We typically use these curves to calculate the minimum and maximum age values for a given soil index, and on Table ·1 we present both the median and minimum age values calculated using the Dolan et al. (1997) regressions. The chronofunctions that we generated for this study, such as those shown on Craphs 5 and 6, include 95% confidence interval (Cl) envelopes around the median that delineate the area where the linear regression equation that best fits the data is likely lo be located. These 95% Cl envelopes, however, do not capture 95% of the data used, and arc thus not comparable lo the envelopes shown on the Dolan et al. Cl 997) graphs. Because we did not develop similar envelopes lo capture 95% of the data used, all other values on Table 1 represent median age estimates. Civen that the Dolan et al. (1997) regressions generally returned the youngest ages for the soils described for this study, it is our opinion that the minimum soil development age estimates we calculated with these chronofunctions represent the absolute minimum ages possible for these deposits. 4.0 DISCUSSION and SUMMARY OF RESULTS Given that the surface soil described in Profiles 1, 2 and 3 is thought to have developed on eolian sediments that were most likely deposited during the last glacial maximum, approximately 20- 30ka, the soil development age estimates calculated using the Dolan et al. Cl 997) regressions appear provide the best age estimates for these surface soils. Furthermore, and as discussed extensively above, the soil age regressions in Dolan ct al. (1997) return the youngest age estimates for the soils we described in the trenches. Since these soils are thought to be exposed to coastal fog, and are thus likely to have formed faster than inland soils, the youngest ages seem to be most appropriate for this site. Table 2 summarizes our preferred ages for the soils described for this study. Our preferred age for the surface soil is constrained between the minimum age returned by the Dolan et al. (1997) regressions, and the age of the eolian sediments that this soil fanned. Assuming that these eolian sediments began to be deposited when sea level fell during the last glacial maximum, the soil cannot be more than about 18,000 years old. Thus, even though the soil regressions returned ages significantly older than 18,000 years, we opted to cap the age of the surface soil in all exposures lo ·1 s,000 years. For the buried soils, we chose lo give a range of possible development ages that stretch from the lowest average 8ge returned by the regressions to the "middle of the road" values that do not extend into the I 00,000s. In particular, we chose to ignore the high age estimates returned by the Punta Banda SDI regressions. To obtain the total minimum age for a given profile, the development age estimates for all of the soils in that profile were added together, except lor Profile 3, where the second buried soil was truncated by faulting, and the third buried soil likely represents a repeated section of the second buried soil. In this case, we suggest that the age of the entire profile is best represented by the sum of the estimated time the surface soil and each of the first two buried soils were exposed to pedogenic processes, plus the difference in soil-development age between the second and third buried soils. Finally, the age of the ponded deposits is determined by adding the length of time that these sediments are thought to have been exposed to soil-forming processes before burial, Report- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 13 November 18, 2016 ECI Project No. 36'13 plus the age of the overlying surface soil developed in eolian deposits. We used our preferred age of the surface soil from Profile 1, for this calculation. Additional discussion regarding the age of these soils based on their geologic history is provided in the paragraphs below. Table 2: Preferred Age Estimates for the Soils and Soil Profiles Described for this Study - - Soil Preferred Development Age of Preferred Age of Profile Individual Soil --- - - Soil Profile 1, Surface Soil 1 1,000 - 18,000 -- Soil Profile 1, Buried Soil I 33,000 - 87,000 --· -· Soil Profile 1, Buried Soil 2 22,000 --35,000 66,000 -- 140,000 Soil Profile 2, Surface Soil 16,000 -- 18,000 Soil Profile 2, Buried Soil 1 28,000 -- 59,000 Soil Profile 2, Buried Soil 2 18,000 ·-- 40,000 - 62,000 -- 117,000 � - ·-- Soil Profile 3, Surface Soil 7,000 -- 18,000 Soil Profile 3, Buried Soil 1 25,000 --83,000 Soil Profile 3, Buried Soil 2 19,000 --45,000 -- Soil Profile 3, Buried Soil 3 13,000 --43,000 57,000--148,000 Ponded Deposits 19,000 -- 43,000 30,000-- 61,000 The first buried soil represents the stable ground surface before the last glacial maxima exposed the continental shelf, facilitating burial by the eolian sediments in which the surface soil formed. This paleo surface was composed of alluvial and alluvial fan deposits that were graded to a more distant coastline than today's, probably the MIS 3 coastline of 30-60 ka, but not impossibly the MIS Sa at 75-85 ka (especially considering that this soil appears to have formed during a dry and warm climate, such as MIS Sa). The second buried soil is locally separated from the overlying soil by a stoncline, implying at least some erosional lowering of the second soil's ground surface before and while undergoing pedogenic weathering. These deposits could be MIS Se, with surface stabilization occurring during MIS Sc, or they could be as old as MIS 7 with the surface lowering during MIS 6 and peclogenic development occurring during the MIS 5 intervals. To conclude, therefore, the surface soil is a latest Pleistocene to early Holocene soil developed on late Pleistocene (MIS 2 - 20-30 ka) eolian sands. Those sands blanket a paleosurface that formed during MIS 3 (30-50 ka) that is most likely composed of MIS 4 (60-80 ka) sediments, which in turn overlie an MIS 5 (80-120 ka) paleosol developed upon older alluvial sediments. This would be the youngest age interpretation for all the units. Report-- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 14 November 18, 2(rl G ECI Project No. 361 "l We hope that the information provided above helps you and team in further characterizing the earthquake history of this segment of the Los Osos fault. Thank you for the upportunity to assist you on this project. Should you have any questions regarding the above, please clo not hesitate to contact the unclcrsignecl at (7"14) 412-2654. Respectfully submitted, EARTH CONSULTANTS INTERNATIONAL, INC. Registered Geologists and Certified Engineering Geologists V.:-;;147�,, Tania Gonzalez, CEG 1859 Project Consultant Report - Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 15 November 1 B, 20·1 G ECI Project No. 36'13 REFERENCES AND SOURCES Birkeland, l'.W., ·1984, Soils and Geomorphology: Oxford University Press, New York, 372p. Birkeland, P.W., 1999, Soils and Geomorphology: Oxford University Press, Inc., 3'" edition, 430p. Bornyasz, M.S., and Rockwell, T.I<., 1997, Towards a multivariant analysis of over 150 dated soils from central California to northern Baja California: Geological Society of America, Abstracts with Programs, Vol. 29, No. 5, p. 45. Burke, R.M., Sawyer, H.R.A, Phillips, E.S., Simpson, G.D. and Mielke, J.I .. , 2016, The eolian deposit on marine terraces - a potential elating tool for coastal North America: Geological Society of America, Abstracts with Programs. Vol. 48, No. 4; doi: 10.'l 130/abs/20'i 6CD- 27472 l Dolan, J.F., Sieh, I(., Rockwell, T.I<., Guptill, P., and Miller, G., 1997, Active tectonics, paleoseismology, and seismic hazards of the Hollywood fault, northern Los Angeles basin, California: Geological Society of America Bulletin, Vol. ·109, No. ·12, pp. 1595-1616. Harden, J.W., 1982, A quantitative index of soil development from field descriptions: Fxamples from a chronosequence in central California: Geodcrma, Vol. 28, pp. 1-28. Harden, J.W., and Taylor, E.M., 1983, A quantitative comparison of soil development in four climatic regimes: Quaternary Research, Vol. 28, pp. 342-359. Harrison, J.8.J., Mcfadden, L.B., Weldon, R.J., 1990, Spatial soil variability in the Cajon Pass chronoscquence: Implications for the use of soils as a geochronological tool: Geomorphology, Vol. 3, pp. 399-41 G. Jenny, H., 1941, Factors of Soil Formation: McGraw-Hill, New York, 281 p. Keller, E.A., Johnson, D.L., Rockwell, T.I<., Clark, M.N., and Dembroff, C.R., 1981, Quaternary stratigraphy, soil geomorphology, chronology and tectonics of the Ventura, Ojai, and Santa Paula areas, western Transverse Ranges, California; in Friends of the Pleistocene Pacific Cell Field Trip Guidebook, July 1981. Machelle, M.N., 1985, Calcic soils of the southwestern United States: Geological Society of America Special Paper 203, pp. ·121. McFadden, L.D., 1982, The impacts of temporal and spatial climatic changes on alluvial soil genesis in southern California: Ph.D. Dissertation, University of Arizona, 430p. McFadden, L.D., and Weldon, R. Ill, 1987, Rates and processes of soil development on Quaternary traces in Cajon Pass, California: Geological Society of America Bullelin, Vol. 98, pp. 280-293. Muhs, D.R., 1982, A soil chronosequence on Quaternary marine terraces, San Clemente Island, California: Geoderma, Vol. 28, pp. 257-283. Report- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 1 G November ts. 2016 ECI Project No. 3613 Munsell Color Charts, 2000, GretagMacbeth, 6·17 Little Britain Rel, New Windsor, NY ·12553. National Soil Survey Center, 2012, Field Book for Describing and Sampling Soils: U.S. Department of Agriculture, Natural Resources Conservation Service, Version 3.0. Orme, A.R., 1990, Late Quaternary coastal dunes of the Santa Maria area: A synopsis; in Lettis, W.R., Hanson, l<.L, Kelson, 1(.1, and Wesling, J.R. (editors), Neotcctonics of south-central coastal California: Friends of the Pleistocene Pacific Cell 1990 Fall Field Trip Guidebook, September 21-23, 1990, pp. 291-297. Ponti, D.J., 1985, The Quaternary alluvial sequence of the Antelope Valley, California: Geological Society of America Special Paper 203, pp. 79-96. Rockwell, T. I<., 1983, Soil chronology, geology, and neotectonics of the north-central Ventura Basin, California: Ph.D. Dissertation, University of California, Santa Barbara, 424p. Rockwell, T.I<., ·1988, Neotectonics of the San Cayetano fault, California: Geological Society of America Bulletin, Vol. 100, pp. 500-513. Rockwell, T.I<., Hatch, M.E., and Schug, D.L., 1987, Late Quaternary rates, Agua Blanca and borderland faults: U.S. Geological Survey, Final Technical Report, Contract No. I 4-08-0001- 22012, 122p. (not reviewed for this study) Rockwell, T.I<., Johnson, D.L., Keller, E.A. and Dembroff, C.R., ·1985, A late Pleistocene-Holocene soil chronosequence in the central Ventura Basin, Southern California, U.S.A; in Richards, I<., Arnett, R. and Ellis, S., (editors), Geomorphology and Soils: George Allen and Unwin, pp. 309-327. Rockwell, T. I<., Keller, E.A. and Clark, M.N., ·1984·, Chronology and rates or faulting of Ventura River terraces, California: Geological Society of America Bulletin, Vol. 95, pp. 1466-147 4. Rockwell, T., Loughman, C., and Mcrifield, P., 1990, Late Quaternary rate of slip along the San Jacinto fault zone near Anza, southern California: Journal oi Geophysical Research, Vol. 95, No. 86, pp. 8593-8605. Rockwell, T.I<., Muhs, D.R., Kennedy, G.L., Hatch, M.E., Wilson, S.H., and Klinger, R.E., 1989, Uranium-series ages, fauna/ correlations and tectonic deformation of marine terraces within the Agua Blanca Fault Zone at Punta Banda, northern Baja California, Mexico; in Abbott, 1>.L. (editor), Geologic Studies in Baja California: Society of Economic Paleontologists and Mineralogists, Pacific Section, Book 63, pp. 1-16. Rockwell, T.I<., Schug, D.L., and Hatch, M.E., 1993, Late Quaternary slip rates along the Agua Blanca fault, Baja California, Mexico; in Abbott, P.L., Sangines, E.M., and Rendina, M.A. (editors), Geologic Investigations in Baja California: South Coast Geological Society Field Trip Guidebook held October 16 and ·17, 1993, pp. 53-92. Report- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California Page 17 November 18, 20·1 G ECI l'roject No. 3613 Rockwell, T.I<., Vaughan, P.R., llickner, F., and Hanson, l<.L., 1994, Correlation and age estimates of soils developed in marine terraces across the San Simeon fault zone, central California; in Alterman, I.B., McMullen, R.B., Cluff, L.S., and Slemmons, D.B., (editors), Seismotectonics of the central California Coast Ranges: Geological Society of America Special Paper 292, pp. 151-166. Shlemon, R.J., ·1978, Late Quaternary evolution of the Camp Pendleton - San Onofre State Beach Coastal Areas, Northwestern San Diego County, California: Consulting report for Southern California Edison Company & San Diego Gas & Electric Company; published in Legg, M.R., Kuhn, G.G., and Shlemon, R.J., (editors), 2000, Neotectonics and Coastal Instability I Orange and Northern San Diego Counties, California: Joint Field Conference Volumes, American Association of Petroleum Geologists, Pacific Section, and Society of Petroleum Engineers, Western Region, Long Beach, California, June ·19-22, 2000, Volume II, pp. 183- 251. Shlernon, R.J., and Hamilton, P., 1979, Late Quaternary rates of sedimentation and soil formation, Camp Pendleton - San Onofre State Beach coastal area, southern California; reprinted in Fife, D.L., (editor), Geologic Guide of San Onofre Nuclear Generating Station and Adjacent Regions of Southern California: Pacific Sections AAl'G, SEPM and SEG, March 17, 1979, pp. A47�A48. Soil Survey Staff, 1975, Soil Taxonomy: U.S. Department of Agriculture Handbook #436: U.S. Government Printing Office, Washington, DC. Soil Survey Staff, 1992, I<eys lo Soil Taxonomy: SMSS Technical Monograph #19: Pocahontas Press, Inc., Blacksberg, Virginia, 5th edition, 556p. Tinsley, J.C., Matti, J.C. and McFadden, L.D., 1982, (editors), Late Quaternary Pedogcnesis and Alluvial Chronologies of the Los Angeles and San Gabriel Mountains Area, Southern California and Holocene Faulting and Alluvial Stratigraphy within the Cucamonga Fault Zone: A Preliminary Review: Guidebook, 78th Annual Meeting of the Cordilleran Section of the Geological Society of America, Anaheim, California, April ·19-21, 1982, 44p. Report- Soil Stratigraphic Study in Support of Fault Investigation San Luis Obispo, California (l) OJ) "' 0.. "" ::, ro CL 0 t 0 Cl.. Cl.. :, v, c >- --0 3 "' "' .:::'. ·c ..c � o..-2 n:l:.::::: -�U � o' �-� ·- Ll ao I � t ·3 0 ..J Cl.. c (l) "' "' v, c 0 -� OJ) ·., ID > c M r--t r "' 0 r-, N N r-, "' " ;;:, ": 0 r-, co " cc 6 N • • s "' co co 0 r-, u " :!. 6 00 <( i,1''- ; .;•'. ( '\..... � l ,.' '," > 1, ,;;"H • • :l • �,; < I ' ' • " '' ' • ' I ' t',t' • '! • ,, . ' ' . . . ;; c: 0 $ ·.;:: 0.. ..c: -� - u � � 0 Q) z Cl (l) ..,, ..c: - z c: 0 0 I- ..r,' Q.. 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E c "' 0 ..,, . ., u 11' " c: � 0 " c ·.;::: c "' c "' so c .c; "' u ·;;; .c 2, Q) u Cl >, " -o > c i" co o V) c 0 'IBJ '£; g; c :, "' u.. � 0 t:'. 0 Q_ Q_ :, V) c c-, -o 3 V) "' u ·c £: 0 "-� ro .:..= � "' ·ru, .b g_ V) � =:.a ao J .� t:'. ;:, 0 _, Q_ c 11' ro °' V) DRAFT Pho(o Log of Trench T-2A south Wall FollallonAllilude FaullA\liluda Trench base and corners Contact Duhad 1vbr1V opproxlma/11; Queried 1vhe11t 11m;erlai11 Bedding D.nh,d wh,,. 11pp,oxlmrl•; Quelled 1ther1 uncorlafn Faull (Active) Dashed whe!V eppro.limatr,; Quen'td 1\'lle{U uncwtaln Unit 410 - POO!ty 101t•d ;ravol cl dlvtf10 J)fO.Cn.nco. Cle•!• Ht compcsed ol ,cddi9h bl0\'111 ch••i \2.�YR 413), palt yeUow t,con1lono (�Y 714), comp!ol•ly WHD1t1td yell<»"l•h brorm vokanlc roch (IOYR $/6), malrbl Is brO\vn (111YR 413); da1!1 nre ang,.iai to1ub 1no11lo,, \'0th "'50Y, 1p!�; rnalrt.'I• 10010, slll)hUy rnohl, l1loblc, lnc1u1et.l day con(ool m•Y lnd'ka1e modtrat11f devtloptd ll!ho1lzon In UPfJOf JO w,.<lay r.lmt dis,;onfnuou• ovei dnls, v,nkto modualo 1mnll 1ub-1ng1dar bloc�y 10U1tructuro In malrl1; no 1oo!1, ltw to common sma1 pciei; d'i!!11u bods 111 ddn•d try t.UuM chanoo• lo c!a,lslte, �omco..,,o und m•lrix donio1t1<1a1u1 lo •m•I cobblo da1[1uppoll•d .r,u. beds d'p lownt; bc,a1 cooll<tllp1 to HII, lltlens lo u•� lllilY bolt11ped, conlad Is tlco,. wavy to omoolh; Unit l1 l1�l1od 111,ul onco, ponlbly lvMt, norn lull• ul<nir.tg /1om Unit 320. Pl•l•l(>COU b1ddtd 1ll1.1vlum, Unit 320- Bcdd,d sm, end mod.,alt to &lie nnd. Sil beds ;>ro pale velk>W(Z.5Y 713), coa,urfoyc11 ar• very polo yell..w(IOYR 7/4),brddinol• ddntdbyco.innlng ol m;>�!i l'illh ,bccn�nuous livers ol coauo 1;,nd lo grawJu of Fr&nd1ean uA11m��c rocb. lill(1111111t..1; bodcling ls diffu,o, 1nvy, 5 lo211 c1n wide, 1nd1pp10111ynlormol'( wa,ped nn1 wutcnd of trench; b•d• •ppHI lo r.n, upward, wllh 10nd con-cnlta!cd 1l lh1 bno; ,nll�y,i1 are 1node1a1�lycoht1t..e, lr1ablo, 16(1hlly h�rd.1pomlied11lccation cracklno lnlinlol .�ght clay content, co111er layclf a,o lo OHi, ,ln[!le g110l 1lr\ldure, wilh ditcootinuout l1y�11 of oranulos, 1p0<adlc 111b-Ye1lic1I 1>1�!0 Namenls aro formed In dulcc1lion ct•cb. no\ c11bonnlo, '""1 rcltcl �omlo<altd llgh1 color�d 1lay horn KJ!m uphill; n� root., fm 1m1U poin: basal conl•cl 11 v,ry dih\110, defined by change ffl cot<M 1ndlc,ture onr 6\o ID <m; Unllll r,�llod •lloaot onco, ponlbly Mice bl�YHII ,talion• O pnd I. Plolslo<one slope colfuvlum. U11lt 110 -CQ.11se Hndf 1�lwlU11p1111 mtdlumcobblu. Uohl r•ltow bro=(IOYR 6/4 IO 2.�Y6/3), CIH(1111 ang<Aar !o ,u4 MUUlar, finch11ed, 1lighU1wulh11td, dul�amal· le Francl1"1n1oi:k, w.U sod1d lhro11g�011l; loo,e, d,y, �l�ble; 1Yghl 111an\j111oll 1�11du,e, llvt/C ,oa, Y<,Yl�<i>l<Jl' dl,c�nlinllamlybedded, l1w1mellpo1e1, no,onl�. Plelsloctot slnol• sou,ee colluvlum, Unit 410� - Sily um!, Brown I IOYR 413}; ma,1t..o, coai;e lo m1d<um uml, we" sorted, 1omo 1Elt 1nl>•1l1 • "tltty' appea,anco lo olhorwlu dun qu111.( 1111<1; no bidding, loon, ollghlly C<J!1utve: finu u111va1d and lole,aly to ou\lllto 1llly clay, m1y 1olcclp1111dino ol prolousl)'mo.logwakr; 1loafo orolne<l 1lruduro loury wuk 1ub--Gnll',UI b1oe�y 11ruclure, some ffd:c�Uon croc�ng lndlcali'lo ol day content. mi,y conltln we.�!f developed Bl; bnol ccnl1<l l• co/lC.IYI, may bo chann,11.(d, dtat, 1moolh; • olnglo low ando l•ul! conl"nuu Uirough irn\l komUnl1410,coprser und Is conun�lltd 1t f1u1I. Plol<t0<:en1 lluvlal tltposlt. Uni! UO - l,l1nt..o ,1ayoy 1'il wllh 1p>1u 11n1I p1bblu. V•l'I dirk b101mlo da1k91ay!1h brOl'ffl (1 OYR 412 lo )/2/; m1�lx I• o;ompleMy 1dlan silt end pcdogenk: ..-lay, p1omlnenUy dnlcca1od; louoh. d,y to ,Ughlly MOl•t. lndu11lod; ckcp day ,o� dov,lopmtnl of I 1�01111 m•lf>Jm to 111111 pdilnall4 lo a11gl,lar bloc�y 1�ud1110, dl1conUnuou1 cloy ccalino• on p<<fl Hhlbllso� dchmkln, solll, a6ln, 1truclur1I soil hcturtt 111 noim.:il 1o LIPP" •nd towe, cont1d orltn!116on1 whl<h 1ui,sut. unll wa. not oroded after 1ol lorm1llon; common root ilamenB, occa1lon1! 1m1II t.iotoYlna, rew trnall porn; basal conl•ct Is wovyort<l <4NI, Plo1'1oco110 eotl•n slit w1lh 111on11 Arglll�caou, 1011, Unit (25 - P�<ly 101led 111.vol, Uol1 ill ol ,Tmllor compo1illllfl lo 11A>J•"o\ UnH ( 10 ye1 dl1pfoy1 dff,tent lolornal bodd'ing; da,�fr lh•n Unit 41 II, btOl'ffl lo d1tk b101111 {10YR 413 �.!i,'��!::;:°�� �1,1r��� ���u":i::;;::;",!1���:i�1.'"U::;;;!���:�:1:�d. ma1ch 110$>0 """'"· dip nst, conha,y lo Uni1 ( 10; bHa! con!acl r, 1ha1p, lfflf;l01h. Slope Pltl11ocen• Cc locally 1ourr;�d I ram Unit 410. EXPLANATION: Unll 510- Silwllh c,ca1lomll pcbblulo mr<iumcQlrll!u. Bi own (1DYft�/3J;tla,b are do�onlly fro,1<!1<011, lnuu,lng In ii •• lo smll bouldoll to wnt, 111101,hr, hdured, 1Jghllyweallmed; maMi It eoUan di, 1'1'ilh 1omo cl�y nnd 1µ,un nu und.loaoe, molsl, 1HghU1 lo modtf•ltlf coh.it,e; a "-'"'" ""' uquence 11 dtvt10$>!nu In unit: UPl't• 5 lo 15tml1 en"'4>'Afl horll.on mhwnk !11•"-'I"' $lrudure, lfiddc 10 lo 20 cm I• 1nNBYv/.lll Yffol; �ngular blocky lop1lun1llc1lrutl11tt, and lhc b1sal20 cml1 e etn, 1loilar to Vn11 00, niU1 • 1n1I; 1mll angular blocl<y 1lruchn; b,,.1 conl.o<l l• dear ""d 1rnoolh. Hol(>Ctne lo modem 1lopec0Huvluniwllh •l•blo 1011, "' - - -1 ___ , AP}.NJt•e '11};1'\0'S Unll Fe - Sitt g1nvol1\llh pt<log•nlc cl1y. BrO'Ml (lOYR 413); cin1!1 ero 111 fr1ncl$C•11. deeply to ,!ighllt wnUitted dep1nlfn; on FranUstan rock t1pa; d••ls 111 •noular, hlghly h<lured; whue hctu,od r«k oppeM lllf,l'eaD,uod; rnol1� oollulvo, 1�Qhtty lough, ,Uljhly haul; v,oat mcdi"um 1ub·onl1111•r b!o<�V ,�ucluf1 lhroughoul, YDl)I IYC�)Jy uprnscd Bt, yd clay denlopmu� I• Hleni!Ye. may reflect po1l·dcpollUoul movemon1 ofunK: ba,al conlactll bulled, wo1lt111C<111t1ttti mod•roktywu1 <ipplng fault. Colluvl•I wcdgo malorla!. B f1on<11nn melange 1nd serpe111r,1e (Crt\aceou•/Juranlc) ·-·-· -1 t!Pl.1110',\'I ...,O,$'SVI II ·I llorl,oolo!Oi1!anc"(m•lo11) T-2A South ,· .. o., m No vo,Dul euwor•Hoo Nole: Horkontal u,d v,1tical color va'1alion1 on lo111!uo lo bec�grOU11d pholo monlo Uninterpreted Interpreted _, j s i ; � I j i J t "· R � PG&E Los Osos Faull Trench Evaluallon 1.'-�����������������������������"-·_'_''_"'_''_o_._'"_"'_'_'m_,_''_"_'�������������--��������������������������������������-'-n_rc;11c·c.._,_'_"'_''_'_"_'"_"_"_"_'"_''_'"_'_"'_"_''_·'_"'a'c'_"_'_'��2-' ·• EXPLANATION: Photo Log of Trench T-28 Norlh Wall Unlt 310 • Sandy S.llwllho1�vel ind few cobblos 10 boulders. Oa1k yellowish brown (10VR �16) lo pe!e ydow (2.6'1'714): und Is fine lo medlurn, moderalelr so�lll!I. maut..o, grnvel Is angular lo sub-•ngu1ar, CQbbles to h0111der1111 ,li(jhlly to modoraloly w1ealhored, frociured, ciasls a,c nW serpenl!ne: basal con11,:;11s bu1lcd. Plclstoccno colluvlum Unit OD. Manlvo clayey dlwilh sp11n sm11 ptbblH. Very tla,k b10Y111 lo t/01>.oraylsh brovrn (111YR 4/l lO 3n): mat(b( Is ,;omp!olcly coian sll ontl cfoy, promlllenUy deslcca1ed, tough, dry to 1!,ghllt mol!,1, lr.c!urtlcd: dup clay soa development or a 111ollg medium to largo pl'Umalic to angulu lllod\y s11uc.1ure, dln:,;mUnoous elay wa!logs on peds e,J1lbl sol slkkonsldu, sol 11 a Bl!s, ,trnciurnl �oil f1utu1011ro normal lo upper ontl lower contact oilenlollonsvrhlch 1ugpests uoH was not orO!le.d oner son lormallon; common root moments, occaslon•l ,m•D �o!oYino, fow small pores: bu at contact Is w1av-, •nd dear. Pl!lsloune eolian 1111 wllh 11rong arourac•ous sell. Unll 410, Sandy oraVl!ll'lllh day. oa,k reddish btown (S'l'R 313): clasl11to angular !11 sub-ar,gular, uplo 2.0Y, chctl. unrieo1ho1ed, rest serpenlfn& and other Franciscan ul!nundcs. appnfvrcolheretl In s�u: nne slU ma!<l>c hn boon p,cdogenleat,, ntto1ed wllh atld�lon o/ clay: u In T-2�. lln1 lcns orflno malerlal ls reu obYious nl slallon 2.5, lhls ltns nas we!I developed DI, Yrnh strong small nr,gulJr blotky s\ruclu,e; bedding Is dllfuso, weakly s1,alifictl; bual eon!act 1, sh�rp, cirar. Pltlstoceno ol[uvlum of Froom Creek. Unit 390 • Sandy day1YHhgr•veland cobbles. OJ1k brown (7.5'1'R 312.): clasls aro enoular lo iut,.engular, »I fran1ltc111serpenllne, c!uts are il:ghlly wu\horod, r1atlu11m. along frectu10 fat 01, appear nol wea1herad: v&,y demo, whcsl'io, rnolsl;well-lleveloped Ill lluougt10111, s\Jono illlill lo mtdlum ;ngula, blocky soll slruclme Is fo1m1d In ma1rlx; bani CQll1�ct fswav-, and dilfuso, unr.lear roc.oly, p0sslt,ty du1110 soil ovo1prlnllng; unit bounded by laull• on casl and WUl, <:<>Msens 1o vrul, upper con!•d dips usl lrnpatllng we(fOe morphology lo un�. Plelsloient scup-derlv•d colhl'llum. Un\1320· SMdY sill wah grav,1. Dark yolla>'<!sh mewn {IOYR �/6) 10 pale y�llo\1 {2.SY 714): Mal1lxslmta1 to Un- 310, rme, la roe clasls, grsvulconlcnl dO\,n lo loss than S'I.; basal con1acl Is ciur, smooth to wavy ever 2.10 3 cm. Plolstocono coltuvlum. Unit FC - Silty 01avolwftll p1dogenlc clay. Dlovrn (10YR 4/3): clast, ere nil franQsc,in, deeply In illghlly r1nltmeddopondlng on Frond1can rock type: clnls 111 1ngutar, highly lraclurcd;whcro l13clured rock �pp ear unwaalhotod: mo Isl, whoslvo, sUghlly lo11gh, sfgt1Uy ha1d: weak mtdlum sub-1nguJ11 blocky ,�ucrure 1hrouohou1, Ytl'f we a Uy ciprnsed et, yel cl1ydevelopm1nl 1, ox1cnstvo, mny ronecl posl-<leposHlona1 move men! orunll; basal conlod 11 burled, western contact ls mod11aMy 1vH( tllpplng rautl. Colluvlal wadoc malor111. Unll 318 • Sandy slltvrlth abundanl otnvol and spHse cobbles. Strong brov,n \7.SYR 416); slmllar\o UnK I: clasl111 serpen1lne, 11r,gular: prorrinonl soil slmctu10 noru ollov& uni dovolopod lh1oughout, \IH� lo mod stale sub-angular bloc�y etmcture loc,i\tetl lo upper 20 cm: basal contact l1 lcf1 •"lllo lauH, u11� bou/Hled by r�ul!lr,g wesl. Plelsloconn pedogenlcaUy altemtl colluvlum. Unll 3tOa • &,Hy nndwah ornvel. S!ron11 brown (7.5'1'R 618 lo �18); send ls r.ne lo c.oorse, 01avel co1nposotl o! smd lo medium pcbblo1, anuular 10 1ub-round�d. 5-10't'. cher1. ueee mela·volc.;inl<; clnl111hlch 1woa1 comp!eltly rusted, res[ se1pontlno: bani conlacl Is W�V"/ and clur OVCf 1·2 cm. Plolslocene alluvium, Unll 51' • sn1 wilhocuslonal pt,\J\Jlo lo metliun1«ibb!u. Brown (1DYR '413): da,1, 110 domln•nlly Frantlsun, lncm1slng In site lo smaH bouldurs low11�1. angular, rrnclured, sllghllyvroalhetcd, ma�lx Is eof3n slJI, whh liorno clay 111<11pe1se fim, snnd; lo0$0, mobl, sllQhlly 10 mode101ely cchtslvo; a su,rac.o soil sequeoce 1, developln11 In unft; upper 5-15 WI Is on/lp/1\B hortwnl'IKhvteak 111onu!ar s!r11elu1e, miJdle 10·20 cm Ii anAIDIJwlth rink 1ngular bloc�y lo plistnatlc S!ruclure, and Iha bual20 w, 11 I Biss, slnularlo Unll 480, r1nh a week s1nalMgU:or blocky struc1uro: bnel e<1ntnc1 Is clea, nnd smooth. Holocene to mod1rn ,lop, collu�lum with Iii able soll. 320a "' II II B F,onclscon mol�nua oOO serpenlinllo (Cre1aceou1/Jumu!c) contact - - _, Dashed where approx/male; Queried whefll unr;erlafn Bedding ·-·-·-? Dashed wluue appro�mato; Queried 1vhere unccrloin Trench base and corners ---? Fau!I (Ac11vo) Dulled whelll approxlmati,; Queried ,vhero une;erlain tl3t'W Faull Atlllude a>oa'W CI>�:.'�w Bedrock? °DRAFT ·• 8BS2 Beg Sample Interpreted Uninterpreted T-28 North Wall 1"=0.5 m No ve,tlcal exaggeialion Nott: Ho,Li:ontal a/Id vertk<llco!or variations on 109 duo to bactground pholo mo1olc North wall of Trench T-2a detailing exposed stratigraphy and locations of pedologlc study of ECI (2016) ·• Conlacl - - -1 Oa$htd 11htlll epptOJt.lma/11; Qu11ried 11her11 uncarlain DRAFT FoliaUon A1li1uda U11il 410a-6Uy u!ld. e,own (IOYR(IJ); man�•. co11se (o m1dournsand. v1ell 111�ed, umo .Ul hlp11l1 • "!Jtly' eppoaran<e lo oUmvrl•o clnn qu.rll. uud. no b1ddln11, loo1e. 1llghlfl' co11nlve; �nu upwa,d and l�l•t�ll' lo eul ln!o 11Hy <t•r. may rolcctpomino of prnlouo1y mom1Jwato1: 111lglo 1J1n!ned1lruduro 1overy wok 1ulMlngular blo,�y slrU<'!ure, 1omc ded:cnHon cu,c�ng lndic1U...e or ctay «onknl, moy conl•ln �,u�ty developed Bl; bani contac1 !1 concave, m•y ho Ul1nnellttd. cteai. 1moolh; a tlnglc low ando foul! conlouu U11ough unll horn Llnlt410, coorser und 11 concenhl1d et !1ull. Pt�bloceno lluvl1I dtpo1lt. FaullAtliludo Unll 410 - Po0!1y 101ltd gtevol or dhe«o pioven1nce. Cta•1• .r, «11""0Ud ol roddiJh brown ct..rt (2.�YR4/3), p1l1 yelov1 (t!Otnslono (�Y 714), oomp1eletyw111hoied yeUowhh brown vok•nletocb (10YR 516), m11trbr I• brown (10YR413); da,l1 n,e angoJar lo1ub ,np,llar, 1.,;lh >50% ·�; 1111trt<l1 loo10, •UohUy mohl, lrl•ble, lnc1eaud clay ton!enl maylndlcale 111ode,1\elt dtveloptd lllhorlton In u�pcr JO tm, cl•y r,11111 dis«1nU1111ou, ovec clu11, wnk lo modtralo 1ll'lilll 1ub-ong<d•r bl0<ky ooH,tru<lu,o In mnlrJ1: 1101ool1, rewlo commo111m.Upo1ts: dif!uu beds nre der.Hedby i.llohl<h•IIJIU In ,last£1zo, horn «1a110 nnd motr!K dom'na\td arn• to •md cobb!t dntwppOilod 1reo1, btdt dplowe1l: baul conl1cld'p110 u11. Ratlen1 to ea1l morh T111ped, conl&d Is door, wavy to 1mooU1; Un� 11 f1ull•d •t Inst onco. ponl�lt We•. �orn fa�II• e�ton!f',no /1omUnn 320. Pl111'1<1cene b1dd,d •lhl�luon. frnnct1un 1nelang1 and nrpontlnlle (Crt1onous/Jurnnf�J Unit FC - Sity g,nvcl l'illh podooenlc city. 810\m ( !OYR 413); dn,11 Dia ,U Fralw11u11, dtvply lo 1f,ghlfl' wuU1e1ed de1Jtnd'1� on F11n�,c�n roe� t1pe; dul1 •rt •ngut•r. h1ohfy hclu1ed;1ili11e hattllrod roe� nppeal unwuU,ered; mot,t, cohulve, lliohtfy laugh, 1Ughdyha1d; woak medium 1ub,enoul1r b!ody •�uc!U11 lh1ough0111. vocy 1•cn1Jy upruud B!, yet d•Y developm•nt 11 Hl•n•lva, may rcncct pool dcpoo!Uonal movement ol una: ba1ol conlad I• burled, wulun con11cl 11 modern!cty 1,011 dipplnn l1ul1. Colluvla1 wcd11e m1lo1l1I, Unll J 10 • Coarse nnd)' dl wiU1 lpllH mtdtum cohblos. Llghl yellow btov.n (10YR 6/d lo 2.5Y 1513); Cb•ls ere an""'ar lo 1ub 111gulor, hc1urcd, sVghlfl' wu!hu1d, 11 u!hemal- lo frenctsun 1ock. mn 1of11d lh1ouoh0!1l; loon, dry. flleblt; 1ff11hl 1111m.l1110U struc!uro, Ow/C 10J, very 1,c�ldy di>'ontlnuouoty b1ddod, fev, 1m1II pore,, no rool•. Plel1lonno 1ln11lo 1ou1co coltuvlurn. Trench base and corners Unll 320- Bedded ,m, Md mod111t, 10 lne send. Sit bud1 IHO pal• yeUow\2.5Y 713), coo<5er lnycro eu•nfY p•1• r•llow(IO'iR 714); bedd'lnDI• ddnedbycom11�ng or matrl( v�lh discondnuou1 ltYfll ol co1110 ,ond lo 91111uJu or Frand•c•n u1t11mal\.i: roe�,. di I• rn1nlv1; b1d<ln11 ls dH111,o, W•YV, 5 lo'20 cm wltl1, and 1ppu1111nfo1m11By warped nur wnl ond or trench; bed, 1ppu1 lo,.,, upr1ard, \'l'lth Hnd <011«nlr11lod •1 lh• bno; di 1�1"' a,e mode1aleltccllnlv1, ll"fablo. •Bahll-/ h•rd, ,pora!lic dnlcc1Uon cracl.lntt lnilnle11�ghl<l&y con1en� «1illse, la1c11 010 !001<1, 1Jnglo groin 1lrllclure, 1..,lh diicon6nuou1 l1ye11 of g,a11ulc1; 1pot�dlc 1ub,voitical 1-.t,lle t.11menl1 a1c formed In deskuUon tt••k1, nol cecbonn\e, moy rdcn tt.111k>caled Nr,hl eoloied cl•y tom KJfm uphiU; no roo11, rm 1m1� po,u; baul contatl 1, very dilruso, dcfvml by ro,ng• In color and l<>turo ov.1 � lo 10 cm; Unll I• l1ultad at Joni onu. poulbty Mice belviun sla1iona O und I. Plobtocona slope colluvlum. Faull {Ac!!Yll) Dssh1d ,�het9 8pptoJ1.lma/11; Quen·,d wh�� unC9ftafn Unit OS- Poo,t, 10,ltd g,aveJ, Ur�ll• ol1lnilt1 <<>1r901rnon lo 1ubjo,enl UnW 410yol d(,ploy1 difltionl Jnl•ma1 bedd,ng; d!1b1 lh•n Unll 410, brown lo d11� bios,u ( IOYR 413 lo 313); u11Kl11noro cohulvo, with mo:o m1lrt.c lh>n below, •nd ln«u1ed 1o!ldovdop- menl, modual1 Bl, mod'1alo sm1U onoll!or b!ody soH 1lrudu11 lhloughool,dillu10 btd, m1kh 1lopo Maio, dip u,I. conlrety lo Unll 410; b, •• 1 conlad 111ho1p.1mooU1. 8topl Pl•Mocenv Qo locally 1ourcod lrom Unit 410. Unll 480 -M •• ,Jvo cfayoy ill wllh ,p:,r111mdp1bbltt. Very d11k brown lo d01k 11rayllt1 bro\\'11 (IOYR 412 lo 312/; malrb; 11 corrplrMy 1<4ian 1Ul and podogoi� n4y, p1on�ner,Uy do1lccalod; lou(lh, drrto1Ugl11ly mol,l.lndUfalod; doop dny 10� developme111 of111LrO!lg mtif,um lo t1rg1 p!l1mallo lo 111gula1 Uoc�y 1hunu1e, dl1confnuou1 clay coatinij1 on pods Hhlbll 101 dchnildu. aoll 11 n Bkl. 1truclural 1oll fraclure• Ill llOfmill lo upper and rower C4111act ork11lft60111 wNch ,ugguls urul wn not e1odod ofto1 1,:,i rormaGon: couul\Orl rOIII li!omenll, occnoton1l 1m1n t.rol<>Vhi, Int 1mal1 porH; bH•I <:0nl1c\ ts wavy ond cl 011. Pl�lslocono eoll•n 1!1twlth 1l11>no u111Hac10111 soU. EXPLf\NATION: Unll 510- Sil1·�1h o,caslom,I p�bt>!os lo m,<11.1mcoblllt1. Bi own (10YR'1/3);dosh ere do(Nllenlly Fronclscon, lnt1ooslng ln .i,. to ,md boulder, to wul, onouhr, hcli;1td, 1Hohlfvwull111ed; m1trl� b eoUon 111. ,,1111,omc ciay nnd •p,>•se �nt 1tnd: loose, mob1, ,llghUy to n1<>d1r1t1ly colwsto; o 11.d11<0 ,oil uquenc1I• devolop!ng h ullll: uppH 5 to 15cml, anAplAD horll.onwih wntonoolar 1lrm;b.HC, rrld<lo 1010 20 cm h 111 NBij wilh v1oot nni,.,1ar bloc�y lo pibmatic s�ud111t, and lho biul 20 cm Is II Bln, slm'lar lo Vnll�90, 1,iU111vn1<.1mal angular bl01:�y 1lrucl1ttc; boul cor.ta<l 11 dnr end ,mol>lh. Holocene to modern slop• col!uvtuniwllh slob lo loll. "' Bedding , - • - , - 1 Ouh,d wh,,. approJt.lm•I•: Ouf!tied nhtre uneilrt41n ,M,llH'E '11.'10'5 ___ , II -· _, T-2A South Wall Uninterpreted Interpreted _, I"• O.'>m Novtrlle11I exaogtrdon Nole! Horlzontal •nd nrtkol rolo, VHlaH<in, on too d11e to be,kground pho!o muulo Photo Log of Trench T·2A South Wall PG&E Los Osos Faull Trench Evaluallon JS(;)' l.t\U1 Con11J!lant1 ln!,m•�on1l, Inc. Plata 2 6/21/2016 Design Maps Summary Report IIUSGS Design Maps Summary Report User-Specified Input Report Title Froom Ranch - Lower Site Tue June 21, 2016 23:48:46 UTC Building Code Reference Document ASCE 7-10 Standard (which utillzes USGS hazard dala available in 2008) Site Coordinates 35.24805°N, 120.68614°W Site Soil Classification Site Class E - "Soft Clay Soil" Risk Category I/II/III I '65'tm l c r 0 ,· O I ,, v • ',,, /'San Luis Obispo ,. a ' USGS-Provided Output S5 = 1.281 g s, = 0.484 g SMS = 1.153 g SM1 = 1.162 g S05 = 0.769 g S0, = 0.774 g For information on how the SS and Sl values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 f\JEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 0.89 0.90 0.72 0.64 O.SG 'a 0.48 l;j D.40 0.32 0.24 0.16 0.09 0.00 -t--f---+--+---t--f---+---+-+---f--f 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Pe.-iod, T (sec) 0.00 +---1--f---+-+---!--f---+-+---!--f 0.00 0.20 0.40 0.(iO 0.80 1.00 1.20 1.40 1.(iQ 1.80 2.00 Pe.-iod, T (sec) 1.:20 1.08 0.9G D.84 :§ 0.72 • O.GO "' 0.49 0.36 0.24 0.12 For PGA11, TL, CR5, and CR1 values, please view the detailed report. Althouqh thls information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or !mp!led, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. http://ehp1-earthquake.cr.usgs.gov/desigrnnaps/us/su,nmary.php?template=minimal&latitude=35.24805&[ongitude=-120.68614&siteclass=4&riskcategory=O&ed.. 1/1 6/21/2016 Design Maps Detailed Report •usGS Design Maps Detailed Report ASCE 7-10 Standard (35.24805°N, 120.68614°W) Site Class E - "Soft Clay Soil", Risk Category I/II/Ill Section 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5) and 1.3 (to obtain S1), Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 [!J From Figure 22-2 [ZJ Section 11.4.2 - Site Class 55 = 1.281 g s, = 0.484 g The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class E, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class A. Hard Rock B. Rock C. Very dense soil and soft rock D. Stiff Soil E. Soft clay soil - Vs >5,000 ft/s 2,500 to 5,000 fljs 1,200 to 2,500 ftjs 600 to 1,200 ft/s <600 ft/s N/A N/A >50 15 to 50 <15 N/A N/A >2,000 psf 1,000 to 2,000 psf <1,000 psf F. Soils requiring site response analysis in accordance with Section 21.1 Any profile with more than 10 ft of soil having the characteristics: Plasticity index PI > 201 • Moisture content w 2. 40°/o, and • Undrained shear strength Su < 500 psf See Section 20.3.1 For SI: lft/s = 0.3048 m/s lib/ft'= 0.0479 kN/m' ht!p://ehp1�earlhquake.cr.usgs.gov/designmaps/us/report.php?templale=minimal&lalilude=35.24805&1ongitude=-120.68614&siteclass=4&riskca!egory=O&editio... 1/6 6121/2016 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MC_ER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S5,; 0.25 S5 = 0.50 S5 = 0.75 S5 = 1.00 S5 2: 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 c 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4. 7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Site Class::::: E and 55 ::::: 1,281 g, Fa::::: 0.900 Table 11.4-2: Site Coefficient F,, Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period s, ,; 0.10 s, = 0.20 s, = 0.30 s, = 0.40 s, 2: 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 c 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4. 7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site Class= E and 51 ::::: 0.484 g, Fv = 2.400 http://ehp1-earthquake.cr.usgs.gov/designmaps/us/report.php?template=minima!&latitude=35.24805&!ongitude=�120.68614&siteclass=4&riskcategory=O&editio... 216 6/21/2016 Equation (11.4-1): Equation (11.4-2): Design Maps Detailed Report SMs = F,S5 = 0.900 X 1.281 = 1.153 g SM,= F,S, = 2.400 x 0.484 = 1.162 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation {11.4-3): Equation (11.4-4): Section 11.4.5 - Design Response Spectrum From Figure 22-12 [3J S05 = % S,.15 = % X 1.153 = 0.769 g S01 =%SM,= % X 1.162 = 0.774 g TL = 8 seconds Figure 11.4-1; Design Response Spectrum SDI= 0.769 S0, - 0. 767 T<T,: S, - S05 ( 0.4 + 0.6T IT,) T0STST3:SQ=Sos <T!iTL:Sg:..:$01/T T> :S�=S01TL/T2 T0=0.201 1.000 Ts= 1.003 Period, T (sec) http://ehp1-earthquake.cr.usgs.gov/designmaps/us/reporl.php?template=minimal&latitude=35.24805&1ongitude=-120.68614&siteclass=4&riskcategory=O&editio... 3/6 6/21/2016 Design Maps Detailed Report Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCE") Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. S1,u = 1.153 ] S85=1.150 � { e u < • • g ! l T0 = 0.201 1.000 T,=1.003 Period, T (sec} hllp://ehpi�earlhquake.cr.usgs.gov/designmaps/us/report.php?template:::n1inimal&lalitude=35.24805&longitude=-120.68614&sileclass=4&riskcategory=O&edilio... 4/6 612112016 Design Maps Detailed Report Section 11.6 - Seismic Design Category RISK CATEGORY VALUE OF S0s I or II III IV S0s < 0.167g A A A 0.1679 S S0s < 0.339 B B c 0.33g S S0s < O.SOg c c D 0.509 S S0s D D D Table 11 6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter For Risk Category= I and S0s = 0.769 g, aetsmtc Design cateqorv = D RISK CATEGORY VALUE OF S01 I or II III IV S01 < 0.0679 A A A 0.067g s 501 < 0.1339 B B c 0.1339 S S01 < 0.209 c c D 0.20g S S01 D D D Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter For Risk Category ::::: I and 501 ::::: 0.774 g, Seismic Design Category ::::: D Note: When S1 is greater than or equal to 0.7591 the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category "'"the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20 lO_ASCE-7 _Figure_22-1.pdf 2. Figure 22-2: http ://earthquake.usgs.gov/hazards/design maps/downloads/pdfs/201 O_ASCE-7 _Figu re_22-2. pdf 3. Figure 22-12: http://earthquake.usgs.gov/hazards/design maps/down loads/pdfs/201 O_ASCE- 7 _Figu re_22-12 .pdf 4. Figure 22-7: http ://earthquake.usgs.gov/hazards/design maps/downloads/pdfs/2010_ASCE- 7 _Figu re_22-7 .pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20 lO_ASCE-7 _Figure_22-17 .pdf 6. Figure 22-18: http://earthquake.usgs.gov/hazards/design maps/down loads/pdfs/201 O_ASCE- 7 _Figu re. z 2-18 .pdf http://ehp1- ear thquake.cr .usgs .gov/desi gnm aps/us/report. pbpvtern pl ate= minim al&l ati tude= 35. 24805&!ongi tude= -120.68614&s i tecl ass= 4&riskcategory= O&edili o. . . 6/6 612112016 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 [4l PGA = 0.541 Equation (11.8-1): PGAM = FPGAPGA = 0.900 x 0.541 = 0.487 g Table 11,8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA,; 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA ;oc a.so A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 c 1.2 l.2 1.1 1.0 1.0 D 1.6 1.4 l.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4. 7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = E and PGA = 0.541 g, FPGA = 0.900 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 [5l From Figure 22-18 [6l CRS = 0.902 C,u = 0.939 htlp:f /ehp1 - earthquake. er .usgs .gov/des i gnm aps/us/report. php?letn pl ate= mini 1na!&I ati tude= 35.24805&1 ongi tude= - 120.68614&si tecl ass=4&ri s kcategory= O&edi Ii o. . . 5/6 6/21/2016 Design Maps Summary Report EUSGS Design Maps Summary Report User-Specified Input Report Title Froom Ranch - Upper Site Tue June 21, 2016 23:46:53 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available In 2008} Site Coordinates 35.24805°N, 120.68614°W Site Soil Classification Site Class C - "Very Dense Soil and Soft Rock" Risk Category I/II/III ..v-·'$an �uis OUispo " . l { ,. ' 0 s USGS-Provided Output s, = 1.281 g s, = 0.484 g s,.,s = 1.281 g S,u = 0.637 g S0, = 0.854 g S01 = 0.425 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" butlding code reference document. MCEa Response Spectrum Design Response Spectrum 1.43 1.30 1.17 1.04 0.,1 � 0.78 • O.G5 "' 0.52 0.3, O.:Hi 0.13 0,00 +--,f--t-+-+--f--+-+-+--f--+ 0.00 0.20 0.40 D.60 0.80 I.DO 1.20 1.40 1.60 1.80 2.00 Period, T (sec) 0.99 0.90 0.81 0.72 O.G3 � 0.54 • 0.45 "' 0.3G 0.27 0.18 0.09 0.00 +--t--!--+-+--t--!--+-+--t--1 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) For PGA1.1, Tu CRs, and CR1 values, please view the detailed report. Although thts rnrorrnatton is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. http·//ehp 1- earthquake.er .usgs .gov/desi gnm aps/us/sum m ary. php?tem pl ate= mini rn al &I ati tude= 35.24805&! ongi lude= -120.68614&si teclass= 2&riskcategory= O&ed . . 1/1 6/21/2016 Design Maps Detailed Report liiUSGS Design Maps Detailed Report ASCE 7-10 Standard (35.24805°N, 120.68614°W) Site Class C - "Very Dense Soil and Solt Rock", Risk Category I/II/III Section 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S5) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4,3. From Figure 22·1 [iJ S5 = 1.281 g From Figure 22-2 [iJ S1 = 0.484 g Section 11.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site Class C, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class A. Hard Rock B. Rock C. Very dense soil and soft rock D. Stiff Soil E. Solt clay soil - v, >5,000 ft/s 2,500 to 5,000 ft/s 1,200 to 2,500 Ns 600 to 1,200 lt/s <600 ft/s Nor n; N/A N/A >50 15 to 50 <15 - s, N/A N/A >2,000 psf 1,000 to 2,000 psf <1,000 psf F. Soils requiring site response analysis in accordance with Section 21.1 Any profile with more than 10 ft of soil having the characteristics: Plasticity index PI> 20, • Moisture content w � 40°/o, and • Undrained shear strength Su < 500 psf See Section 20.3.1 For SI: lft/s = 0.3048 m/s lib/ft'= 0.0479 kN/m' http://ehpi�earthquake.cr.usgs.gov/designmaps/usfreport.php?ternpJate=rninirnal&!afitude=35.24805&1ongitude=-120.68614&siteclass=2&riskcategory=O&editio... 116 6/21/2016 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F,,, Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S5 � 0.25 SS = 0.50 S5 = 0.75 S5 = 1.00 S5 "° 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 c 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4. 7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Site Class = C and 55 = 1.281 g, Fa = 1.000 Table 11.4-2: Site Coefficient Fv Site Class Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period s, � 0.10 s, = 0.20 s, = 0.30 s, = 0.40 s, "'a.so A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 c 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4 .7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S1 For Site ctess e C and 51 ::: 0.484 g, r, = 1.316 f1ttp:/f ehp1 -earthquake. er .usgs .gov/desi gnm aps/us/report. php?tem pl ate= m i ni m al &I ati tude= 35.24805&1 ongi tude= � 120.68614&s it eel ass= 2&risl<category= O&edi ti o. . . 216 6/21/2016 Equation (11.4-1): Equation (11.4-2): Design Maps Detailed Report SMs = F,S5 = 1.000 x 1.281 = 1.281 g SMl = F,S1 = 1.316 x 0.484 = 0.637 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): Equation (11.4-4): Section 11.4.5 - Design Response Spectrum From Figure 22-12 [3l --------------------------- S05 = % SMs = % X 1.281 = 0.854 g S01 = % S,,1 = % x 0.637 = 0.425 g T, = 8 seconds Figure 11.4-1: Design Response Spectrum T<T, :S, �sos ( 0.4 + 0.6T IT,) S0s=0.854 --r----"' Ta :!:i'TSTS; s, =Sos T5 <TSTL :Su..:$01/T Ta=0.100 T, 0.493 1.000 Period, T (sec) http://ehp1-earthquake.cr.usgs.gov/designmaps/us/report.php?lemplate=minimal&latitude=35.24805&1ongitude=-120.68614&siteclass=2&riskcategory=O&edilio... 3/6 6121/2016 Section 11.4.6 Design Maps Detailed Report Risk-Targeted Maximum Considered Earthquake (MCEe) Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. s�s= 1.281 -�----� s�n = 0,637 ' -1--------- 1------------ , ' ' ' T0 = 0.099 T, - 0.497 1.000 Period, T (sec) http://ehp1-earthquake.cr. usgs .gov/desi gnm aps/us/report.php?te1n pl ate= minim al&! atitude= 35.24805&1 ongitude= -120.68614&si tecl ass= 2&ri skcategory= O&edi tlo. . 416 612112016 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Figure 22-7 l4J ------- --·-------------- Equation (11.8-1): PGA = 0.541 PGAM = FPGAPGA = 1.000 x 0.541 = 0.541 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA:; 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA c: 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 c 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4. 7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class= C and PGA = 0.541 g, FPGA = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design) From Figure 22-17 l5J CRS = 0.902 From Figure 22-18 [GJ C"1 = 0.939 http://ehp1-earthquake.er .usgs .gov /des i gnm aps/us/report. php?tem pl ate= in i ni m al &!ati ttre= 35.24805&1 ongi tude= - 120.686 ·t4&sitecl ass= 2&ri skcategory= O&edlti o. . . 516 6/21/2016 Design Maps Detailed Report Section 11.6 - Seismic Design Category RISK CATEGORY VALUE OF Sos I or II III IV Sos< 0.167g A A A 0.167g '5 Sos< 0.33g B B c 0,33g '5 S05 < 0.50g c c D 0.50g '5 S05 D D D Table 11 6-1 Seismic Design Category Based on Short Period Response Acceleration Par-arneter For Risk Category = I and 505 = 0.854 g, Seismic Design Category = D RISK CATEGORY VALUE OF S0, I or II III IV so,< 0.067g A A A 0.067g '5 S0, < 0.133g B B c 0.133g '5 S0, < 0.20g c c D 0.20g '5 S0, D D D Table 11 6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter For Risk Category = I and 501 = 0.425 g, Seismic Design Category = D Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category = "the more severe design category in accordance with Table 11.6-1 or 11.6-2" � D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/20 lO_ASCE-7 _Figure_22-1.pdf 2. Figure 22-2: http://earthquake.usgs.gov/hazards/design maps/downloads/pdfs/201 O_ASCE-7 _Figu re_2 2-2.pdf 3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/201 O_ASCE- 7 _Figu re_22-12 .pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/design maps/downloads/pdfs/20 lO_ASCE-7 _Figu re_2 2- 7 .pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7 _Figure_22-17 .pdf 6. Figure 22-18: http ://earthquake.usgs.gov/hazards/design maps/downloads/pdfs/201 O_ASCE-7 _Figu re_22-18 .pdf http://ehp1-earthquake.cr.usgs.gov/designrnaps/us/report.php?template=minimal&[atitude=35.24805&longitude=-120.68614&sitec!ass=2&riskcategory=O&edilio... 6/6 APPENDIX G.2 Subsurface Fault Investigation and Development Setback Map This Page Intentionally Left Blank. APPENDIX G.3 Preliminary Soils Engineering Report This Page Intentionally Left Blank. Prepared for Pre_pared by GEOSOLUTIONs;INc. 220.HIGH STREET SAN LUIS OBISPO, CALIFORNIA 93401 (805) 543-8539 © June 28, 2016 ,,, - . ' • V <u •. ,, , ,,17· _,,, � lieo!!iolution!i, ••c. 3_4_0_1(805)614:-6333,(805)614-6322fax(805)543-8539,(805)543-2171faxSBinfo@geosolutions.net info@geosolutions.net I Madonna Frnom Ranch Madonna Construction Company Preliminary Soils Engineering Report aggpcifican,lAPN1ad31,ihSanLuiObisara,anLusObipCounty,CoGhny,tstihtddisapthslaausiubnaiisaadosaatauanlthasoaStaasnhad,asiityanymaybyraytrus Froom/El Villaggio Specific Plan June 28 2016 Project No. SL09734-l TABLE OF CONTENTS 1.1 1 1.2 I 3 .0 2 USSON87.0 CONCUIONARECMME9 7. I tPerarBudigAeas9 7.2 PrparaionPavedra.•.11 7.Pvemeei..12 7.ConvenioFudon•.13 75 MaFouos .•17.6 Sabn-Gradonrucion •.15 7.7 Exeior CneFltwork .•178 anng Wl18AINAL GEEHNICL SERVICES 0 9IMITAIAUNIFRMIY F NDITOS 21 REFERENCES APPENDX A Field Investigation Soil Classification Chart Boring Logs Trench Logs lieo!iolutlons, INC. Preliminary Key with nLIST OF FIGURES PjN.L09734-Il: .LIST OF TABLES TablIErProperties....•Tabl2MimumFgGradBemDimonsTabliLtralRncaramtr14Tabl4MnmumlRmdn.16 TablRiWllignaramtr17 Tabl6: qurVrfitnInctif Sils2lieo§olutions, tNC. 1.0 INTRODUCTION 1.1 Site Description ODo�rmo.To90i..eo.98 .,...,.,.dobmll.<«n J. : ocatioMhgralochj.gI:LMpwobtarograTopo USA 8.0 (Dm,)Fr/EilaggioSpecificPanFigure1:Map hawaetabom haanohI taocehahhtotthjiwhoaaerty.ThSihrarizdbyflattororadwxribawhceo ap,rockyhihrldgeotrotykwhIhHraRehSieurrtylpdfa/acmghernportion f thuzdfil gzggr, w cry aheSiSufcerainagray whhwh1.2 Project Description Thpropvmntoincuhtroxacciadeopmn. hrosdtructuadgwid/or lighustl/uuratl. Thjtywftrh"Si" Sg2: Sitha. It icdttrooruw zlwfloyeeand usalildarurrntlyukowhy rawhm Frcom/El Villaggio Specific Plan June 28, 2016 Project No. SL09734-l 2.0 PURPOSE AND SCOPE hnprttprojcindiggelgip,-r-rphgrap2Afieltuycsiigsiteresurpranngxprarybrinsinenbyeignsegraraypsnrapysririnrira3.0 FIELD AND LABORATORY INVESTIGATION in& -g-ngsrephnnertiisnpnhniniigt-nters-pphncrinh­AnnitiwnnJ7,6nakhr.xplraychswrdvxp5u()hpproximsiigSPSg2 lil!o!iolution!i, INC. Froom/El Villaggio Specific Plan June 28 2016 Project No. SL09734-l Figure 2: Site Plan AY(CH)cutredisftsffad wcoopgB1-B4,addarkdhbrownsayCLAY(CL)encuood-sdGeologic Map of the Pismo Beach Quadrangle aiacaieeggpmajorityaungmtewrfiAimald/vFracscanFrp,wftampnfmaa.Shallow ground water wasencountered between the depths of 1.5 to 4.0 feet, athoushuldeepcgrowosmyaadirroc.Fig:oGMp3 1il!o!iolutions, 1Nc. Froorn/El V illaggio Specific Plan June 28, 2016 PISMO BEACH MAP (212) SCALE 1 :24000 Project No. SL09734-l l�l SURnCIAI.SEOIMENTS ag AJluvW gr1119' end und ol 11tro,m cllMnols QI N/!Ma/Qt1111'111il!ldu/ldo/111lcly11rea.t COAST RANC6 OPIIIOLITB COMPlllX och em,,, (m11tarvtf1}, 1/ghl IJl'.IY, maUNO ()b u.u./1-diaba.l&, �di. flM..grBJMd .. SERPENTINli Dlllt·trttfl ,lltbil, ,..y,,lldtfllliltiJ, mdamorpl,01tdfro'" p<ridotft1, m11y W p•rt of CoHI RlllflSt Ophlulllt Co,np/u Im -- !'OLDS: n--+--A�ci.TNB SYNCU�E---t--- lllOW m ul, J , , _ al la/d ""*'-lff dlrKlion al ,wr,go: dotlodlmtl9 a;noMir,a lly tlJla.»l � $/rlkaanddlpol .-.!! -.I-"° ID -1- SfldfmtmfB,yrock• holNd (� - - - Strike and dip of mstomorphlc ..J.!! ......._ --+- ,µa or/gnaousrockfollatlonotlfoW "'**' - - ...- ��itiooa/1/J i_..-toJ Figure 3: Rcgiouul Geologic Map OTlll!R SYMDOI.S: --.,..,., -- -"'-- --- 0 � _...., ... _ ggPp.raorareportstaxplatstebraysmgrproippdxB.4 lieo!iolutions, INC. Froom/El Villaggio Specific Plan June 28, 2016 Table 1: Engineering Properties Project No. SL09734-I .. 8 " z; Sample Description = 0 ·;;; .. .c 0 u :f "O = ... = 0 ·;;; e Cl, 8 0 " .. " �u A B-1@ 1.0' B @LO' c T-2@2,0' B-1@5.0' 4.0 HYDROLOGIC SOIL GROUP a/yimpvmtiloylinfitratiorate.Thandtinctontwettwropoionitsfralfoinfitrinrm wtntittratiooihntttllol.donfisioftootfiHydrologic Soil Group D. itptosfiintolfitratigwofoOsaouddoiharariccudmtntttalo,ndwrylfiratrataaipylgsu5 lieo!iolutlons, tNc. Froom/El Villaggio Specific Plan June 28, 2016 fix.sesisovaetow meofo.trairoD. Shoinga vryelcw filrarate (gffota)etglyw.TssisefiyrayshaorfosFigure 4: Hydrologic Soil Group 5.0 SEISMIC DESIGN CONSIDERATIONS 4.1 Seismic Hazard Analysis Project No. SL09734-1 SRating PlygD A D AtO D B D BIDD c D CID D D O Nol raedoot availableMinimum Design Loads for Buildings and Other Structures in pralplra.2.Tham,,ftSeepevrald dfrkwvfa,xgntuEpfilraes.3.p1613.3.22Bpfillifitmey vragproperties tppfi6 lil!o!!iolutlons, INC. froorn/EI Vi!laggio Specific Plan June 28, 2016 Proiect No. SL09734- I 1)60 osco11.2fE7 n1613f13BC(B,13),buinductufiroDEarthquakeGrounMin(DegnneEE,,ef010s,f01(snscCf.es6iesecI .gParamtersI. ructulbulggn113B(BSC,13)at11.4.311.44oASE7nv,inluieslrofilraaSeAsdscrib.1reportfiion.euclsfuS.ulc21roceS.rorahelede12232n13roBOtruu-uttStutuisiaraeespm),CsficE.aranPraoreOrorutuhsrojec mnry61335(1)1613.35)213B(CB203.3sesMk(PGAM) yUSGmuerogm(bPGAM 51 gportionlPGA,1 = 0.8gportionS(SpnShe6MRE-n)eAnx: USDMpReports,7 lil!o!iolutlons, INC. Froom/EI Yillaggio Specific Plan June 28 2016 4.3 Liquefaction Potential Proiect No. SL09734-1 In nbqaGroumiofroearthquake yndu-pyiaeswih sl m.Rvrtininglyufrmthroc.ThproiebeyigIn aqfioimtyybygob yabywhinrtgtoiqfisnshyieeiailiieasieiyen6.0 GENERAL SOIL-FOUNDATION DISCUSSION sibeiifibigathinaictriyqncinningsiiigyclhrodiehaatiufiiis diabyigyrsbiol.Adpi50dneqTpuos.Dhhkn ugfi,ckxvxgggroultyruinppinSAlltxrriissniytmnIfyClrn8 61!o!iolutlons, tN<. Froom/El Villaggio Specific Plan June 28 2016 Project No. SL09734-l p,gvmlkhgrai.7.0 CONCLUSIONS AND RECOMMENDATIONS ThSiibfhproplprovcmdreportnprattjcadscfi.pglrnS:I. Thgrounwg,tw1.540gihphgpvlvdph.tlmsvhastwnrolnglhgvrorolp,hroklvlpnxavtdipggpgrotyru.5Thptttlgtwrttwsvngffsttccclgfil/mpnl,mludiqlymrireport.7.1 Site Preparation of Building Pad Areas I. Isnphgrapwttajrovpmnttuilfillnb­gportionsunantuuildcmnnlDpdgsqsremmmtm2Dpnglvldrodvm,mam,e6() ssmxranpxsigfi.wounhpropur.Aal9 lieo!iolutlons, IN<. Froom/El Villaggio Specific Plan June 28, 2016 Project No. SL09734-1 vroy rrifGIn.riySRrF5:Sub-SlbDlfnr-sdafor4vlmanrfillimporta,-clas60f)3m rrimadrf3rimariTnh(5)grashoulnpovimport mpangrl.blllSrlSApx.-trmimmumo12uniomm fola,--gratriasupportedrb12bwigg,hs;prid6cn3%r,tyrSM-­vroas.Fg:-Dr-lragax10 6eo!iolutions, INC. "v,<O "v ;< V � Froom/El Villaggio Specific Plan June 28, 2016 Project No. Sl.09734- I G. Arnadypph7.Iffilg0--I(i--),deveryllE ainmfIOtwpIfillaarupg5--lwstfiky24ig mS-all dkyyq. SAppendix D, DA, Ky dBBraru8. g oowg onrupp. Wurnminiypw,lnpg, flk, ps,ronStmratussffinttpra,mmmtup3 pmpFigure 5: Snb-Slnb Dch1il 7,2 Preparation of Paved Areas I. Pappx-; wpTp11 6eo!iolutlons, 1Nc. Froom/El Villaggio Specific Plan June 28 2016 Project No. SL09734-I tructuralsection. 3.Thrptltsudeqiodphmxft,mpribleitIigeuhtthxatblzaiwyaquirtiagxlbhitlbrtaramairiprutaiadaiheeutatetrptygaeyuaiTrhtiaihiliIatiroihTtbarat.tiaiiaaiiiaaaha7.3 Pavement Design pahtlaaaiiiaeatiigtbe-beirety5bn3.lhaehS,R-Vaiue of 5aimgr10 inches sIIaBmvntFgSemiimport12 6eo!iolutions, 1Nc. Froom/El Villaggio Specific Plan June 28. 2016 No. SL09734-l srBXll00,SySBX11,DSBXII4GG,qv,lbtwpp-ralsai.5.GStiI. houldbdppapr7.4 Conventional Foundations iupduropiroBaidra,avdappGSTable 2: Minimum Footing and Crude Beam Dirncnsions Perimeter Footings Grade Beams Minimum Width sMinimum Depth 4Minimum Embedment in Competent 1- Formational Material 4# a4#4Minimum Reinforcing* I 2tt2I ttSpacing - 9t-h* Slcysruppppsurrosigf(WRIDgnS--GroaaAI38,Sc7.-Pgnom.3.MimrghaTabl2:MmuFtgGaBDwfiSin1808.6h2013CrnBrhh.RinfghoprruroaaiurpropgWR!Dgna--GFdACT8,S7.-Pint13 lieo!iolutlon!i, tNL Froom/El Villaggio Specific Plan June 28, 2016 Project No. SL09734-1 1SiePraranBugPadAra,paragraph4(7.1.4),nlwpug2,50pyrunfrcpeentrmanamatawmSctn1taAeaaa55wmtw0tggmpTable 3: Foundation Lateral Resistance Parameters uatenaeaataraeraPreultmt0gtptal-to-vertical)IIm6bkDn-SlGBIIkD-SpGratw31Izkspp3ll14 lieo!iolutlons, INC. Froom/El Villaggio Specific Plan June 28, 2016 TOP OF SLOPE Project No. SL09734-1 FACE OF fOOTTNG I/ FACE OF STRUCTURE TOE OF SLOPE H H/3 BUT NEED NOT EXCEED 40 FT. (12 192 mm) MAX. 1-1/2 BUT NEED NOT EXCEED 15 Ff. (4572 mm) MAX. Figure 6: Sctbnck Dilnensions-Slope Gradients Between 3-to-l and I-to-I 7 .5 Mat Foundations 3Analoweuvliur0pfyigmfuiwnSeo71SPreparatfBuldigPadArs,parara7iiglvuy inifyigiiiuin7.6 Slab-On-Grade Construction ailPrau-ra--flw15 6eo!iolutlons, tNC. Froom/El Villaggio Specific Plan June 28 2016 Project No. SL09734-1 roFt,StPm)Tmyernipflxg200.flsreer200fp,raEnulg.T�I.Jle 4: Mi11iln11111 Sl.11.J Recommendations Minimum Thickness 5Reinforcing* #46a* Wrpinthsqr,jbrggy fi(RI/CSlSlPSt2)baxm5emgro, xtttt lxesC.ratmmY, arrafl5ramfiamtflSSttayeefg­x.Thyconcrete. Itarrr'p,ltrjttypyqr.AquyrnBCjirep6Itmtsrrraflri6Thmpmtp.H,qxgntpnu,zt.16 6ieo!iolutlons, tNC. Froo,n/EI Villaggio Specific Plan June 28, 2016 Project No. SL09734-I 7.7 Exterior Concrete Flatwork I. of gnefibthflatwork. 2.itwkincahcN3(#3)br24--gyruraTi.3.FtwrkhubqjmflutuaipajFwy,a,gy 27.8 eWalls I. bummgTgurayTable 5: Retaining Wall Design Pnramcters etqet,e(y'0) ImportMritPss,(y'e)Import30F017 lieo!iolutlons, IN<. froorn/El Villaggio Specific Plan June 28, 2016 Project No. SL09734-I Figure 7: Retaining Wall Detail Ka�40 pcf Ko-= 60 pcf Mirafi 140N or equivalent Permeable Drain Rock 4" Dia. Perf Drain Pipe LLLU Max Toe Pressure: varies Kp � 300 pcf surfaces, having an 1 cmjEipropriraearthvinSWall H Level Buckfill Not to Scale •· Passive Wedge 4-lnch Pcrf. Drain Pipe 45° .rJ){2 Figure 8: Retaining Wall Active and Passive Wedges Rbu i24sjtraselect import fill 4nwwadjacramm12 competent formational material bay GS,In.18 6eo!iolutlons, 1Nc. Froom/El Villaggio Specific Plan June 28 2016 I'roicct No. SL09734-I 0.35 select import fill 0.45 competent formational material 2,400 psf select import fill 3,000 psf competent formational material. 25 pcf 1 /3H H (PGAM = 0.54lg (Site Class C) or PGAM = 0.487g (Site Class E)). ynamnraearthquakesnSBryDr.ML L01)presara-r)7.Smllyhrt-Th,wcrinany-r8Inra5:RnWDPra, y uhtrnsurcharges, , bywbkfiIruIO k9. hrarthrefib-uronh-ynrafiblhwfiumu12 hk ntth12 nron12 h, , NfifiI 0A 4-httran(AMDI785 VCd nttfikoray 4 fityl yujqgfihcnr-as xIpart rutuun, fi-19 6eo!iolutions, 1Nc. ,;C""/ ' •' "A Froom/El Yillaggio Specific Plan June 28.2016 Project No. SL09734- I I I. A uolkypnquoja,pur,os.14T ufw-sop/eldymcnruci,oi8.0 ADDITIONAL GEOTECHNICAL SERVICES Tiumshutyfdo.Gl, mllrprovdtvsrovdndtooin,olpvfnourlmmlnlllni,ocnccooeyto llptolaxmur7Plpoqnru8Inrupe,o7613(S2013)qulliipeSlElfillk26:RqVInSl:20 6eo!iolutions, 1Nc. Froom/El Villaggio Specific Plan June 28, 2016 Table 6: Required Verification and Inspections of Soils Project No. SL09734-1 Continuous Periodically Verification and Inspection Task During Task During Task Listed Listed I. x - x - 3. - x 4. x - 5. x - 9.0 LIMITATIONS AND UNIFORMITY OF CONDITIONS I. reportsigiitywi/hinigheatttj,janspifictn.Tw/stpsktararh3.Afhgreportaproperty eWpassag, ndrly whtuprohwjproperties. Trfreport ubraft3 ywruus ppfoay propr dHnflkgrading ajrobgreport s3 y\\Nas-c 1-df- J 8\s\SL09500-SL09999\SL09734- l - Madonna Froom Ranch\En!.,,;neering\SL09734- I Madonna Fro om Ranch - Prehminary SER.doc 21 lieo!iolutlons, INC, REFERENCES 6eo§olutions, 1111c. REFERENCES 8.00usftwDL,MroftWidw7DVD­ROMdrDbb,ThW,Jr.PmBeQurgblGgcrMpNmbrDF-12SraraMsumNraHrarnifRg.dThDarrwwdsb,Srpifti.lrnDptmtofTransportationrauDrUiJy9UdaeGSury,GcHzdc,USmDgap,htt://hzrugvsssaphpwsr4,14UtSsGlclSurvyMapView-GgpTNti.IrnppcUG,26ugt,13< tt/gs.v/mpsMpVw>lieo§olutions, 1111c. APPENDIX A Field Investigation Soil Classification Chart Boring Logs Trench Logs lieo!iolutions, 1111c. & rmsflgteurxlraybhextxrarhpromaiscdFu :SPa.Trgfivpmicprojr. ArvIin lslctlllg.lcfiincdhfissfilfimmlTld fiAiSmfillrmllaTm.mlslcdllinlulrrmleemrmincdevlmgcgdrmfilvgtlllculgvrvue2/3). rmsrvrggraTllecedfimcerafisg.reellsrefifilllslininrafilrglgsxrhurty.Hvltyerarvi.lieo!iolutions, 1111c. SOIL CLASSIFICATION CHART I\IAJOII nl\llSIONS J>ll.ll\lARY DIVISIONS svemoi.s Cu &•Oter lhi.n 4 ind Cz between 1 and 3 GW &r.H'CI! mixturCJ, or no fines GRAVE.I.$ lh1115%1inn•) Ge than GM (moretl11n 12% fines") GC Well gr.1.dcd sinds, 1:ravcly n11d1, liutc tetha61dC, enLa3SW Cleaund(ku fisSDSanS% fines•)Poottyi:adedund1idg111-cyaNtmcecnfor Sse no fintJ chan50%SM fines 4 12% SC ML ryfine Hnds,rocknu,siltorcb>�Yfieunds ILTSADCLAVSngacclay,oftwmedu(lquilimi1SO) dCL NLven(n0.75OL 50% 200 "" fineLDCiqilmiSO mo,crgasPtsorabo\'c""linelnorganieclayscfhighp!nicity,f,tclay,OrgaLLOH snu POPTmuck CLASSIFICATIONS BASED ON PERCENTAGE OF FINES o(I.e. ,nsbe\he "A".linc, (I.e. required, lh< "A" line, lhl:n dw1 (Le. L1r� roqukcd Less So/.., Passo. 00(75mm)sevc)Morethnn1%PassN.00mm)PasN00(75mm)SW,SP,,nClailicatonurymbolHY.• • Uquldllm!t •• Drillng•• ' / PLASTICITYCHART- F"' clu1/llcal/on of nn•11r.lned 10//1 and nne r.-.,1100 of �oar,•1112rnod 50/11 � v ,, AN1rbHQl.kr>'C1plo(tln'} // <, ·- belw""" dolled llnH 1111 - bon'.1N!IMclHIJ6cli;cvlJ -- ...__ �,wlnQ Uff o/ duo/ ,ymbo/r.,c v Equ,Oon of .... Urie P1•0.73(1.L·20) .,, v ...... "" .... CUIL ---;, Ill ...... ...... ML .. OL - ' • • •• l r SANOS, GllA\'l:LS AND FILOWSI NON·Pl.ASl"IC SI1'001"+ VERYLOOSE,., LOSE4MEDIUM DllNSF. 10. Jo 01:H)0- so VERY DENSE Over SO CAVS ANO Pl.ASl'C!!,IRF.NGTll 111.0WS/ SILl"S TO�/SQ.s-r FOT+.. VERYSl'T0- ll� o-z SOFT 114- 112 ,.. FJRM1n-1 ... STIFF '.' B • 16·VERST,.. HARO D+ fa O.D.I.D.)01586). ++- nnhentest 01586), c,uain.I. Spnnbow.alforniaodfid-ueblwspeundfolliSanPra-nubebowiea40unmfalliesypsfamples:X-aleP-SaaPenetration alfornodifiN • Nuclear Gauge O-PockePeelmccr(tons/sqft)lieo!iolutions, 1111c. �; GeoSolutions, Inc. BORING LOG gE . � BORING NO. B-1 .. JOB NO. ;�- SL09734-1 ' . ; Madonna - Froom Ranch eFigure2,SiePlanHEM6InchsTEMay18,016PINGMEHDPTandCAEBYGTVHEVTNotRecdd..,..DepthofroudwatrNtEcounteredBogTermnatedt10.0FeetPage 1f5u.i "' i5 '!;' /!! »: a: i:'3 0 ; Si as3 »; »; 2:: Q5 '2; (J '2; ? f-- -c - IJ:i SOIL DESCRIPTION 0 t: 5� :,;' § ii § i: OQ f;]§ (J Q 0 � - "' re: & Q i3 "' ii £ s » ff? � ._, - t: � ;:,, /!! < i'S "' '< I] i:'3 � � (J - 12 re: ' sc ifi < "' 0 i,! ?!' a, " io '< Q i,';'2; ii; Q n - < ._, "' 2: 0 58 "' 2:: '-8 2:: ._, "' "' (J 0 ,_ -"-·� CLAYEY SAND: very dark grayish brown, dry CH ��-� - -�-� A 28.7 107 79.6 JI - stiff ��-� SPT 6 9 . ��-� - SANDY CLAY: dark brown, dry CH ��- - - - - �' - � - - - ·- �' CA 8 8 110 stiff � - - - �' - � - - - '- �' � - - ,_ �' - stiff � - - SPT 9 9 ,_ �' � - - ·- - - - - - J- - . . . - ,_ ' ,_ - - - I 8 - I 7 -8 - I 5 • j, -I -2 - I I -20 -9 -3 -7 -6 -5 -4 ·IO • I 6 • I 2 . I J · I 9 :;J, GeoSolutions, Inc. BORING LOG It 'lit BORING NO. B-2 ' - JOB NO. SL09734-1 !!!: 0FeetPage2of5ui I "' 13 1:3 ;;:; c f ; ii ;,. ;,. 25 D ;,: u O g 60 � ;.. SOIL DESCRll'flON 0 "' "" ;,:· x � 5 ;;-: <'..- iJ f!J 0 !::! � ;,: ;:, £ ;;; I;! f[]j - Q "' "' ff - £ 'i1 Q ff 9 ;,: "' t:; & co 0 ii:; 2;, t; � � ;z 1:3 s"' -c f;f u $ � 0 i;z � t: ;,: ,,,j !20 ii:; 0 !:J ::i "' ... � 8 ('; 8 � 0 25 "' "' u ,_ dry CH - ::.;::-::_;:: . ::.;::-::_;:: - dry CH _,. . - �' - - - - �� flun SPT 5 7 - �' - - - - - - ... �' - - - - - - - CH _, - - �' - - - - - - �' - � - - - SPT ,_ .... �' . - - - - - - CH - SANDY CLAY: �' - - - - - . . . - �' - - . - - - �· .... - . - . SPT 16 15 - �' . f--- - - . - �' . f--- - - - - CH �- . f--- - - csegrad- . . �' f--- - - stff- - �' SPT 5 4 - f--- - - - . �' - .... - - - . - �' f--- - - - - - �' - - - - - ,- -, - - -23 -21 -20 -19 -18 0 -16 -15 -14 -13 -12 -JI -10 -9-8 -7 -6-5 -4 -3 -2 -1 -22 -17 ' GeoSolutions., Inc* BORING LOG Ji BORING NO JOB NO. SL09734-1 > 5"' q /;j � § i'J »; cl � s-. 6 Q" s- [5 ;;. "' '( rii G "' z o 2= � i§ J}, !!? f;; CJ "' s: a '( z" s- r:: "' � xo z §:: �z z C/Oq u "' ' 8 Ci t: Q s !£ ;g � x� 8 :J& [5 Z}i � t: w "' x "' f;j (', u " !Jj t-h if 2 !# 0., f;j � "' � e 6§ "' "' "' ,, 8 "' ii; g Q, :Ji. Q - -'"- - - �' - e- - - - � CH �' - - - - - �' � - - - - �' - - - SPT 16 - �' h - - - �' - - - - - �' - - - - - - �' - - - - - �' e- - - - �' - h - - �' - � - - - - �' h - - - �' h - - - �' - h - - - �' - h - - - - �' h - - - - �' e- - - - - �' - e- - - very �' - � - - - � - FRANCISCAN COMPLEX: & SPT 5011" - - - - - -48 -47 -46 -45 -44 ,43 -41 -40 9-38 -50-36 ,35 -34 -37,33,32 -31-30 -28 -29 -25 ,27 -26 -24 GeoSolutions, Inc. BORING LOG a,,._ \'I I BORING NO. B-3 -� iJ1 I ;: - . - JOB NO. SL09734-1 �;: . Madonna - Froom Ranch gur2,PlanHEM 6InchsERILay18,16MPNMHDPndBY:TVHEVTN:NRcorded"'ephfroundwae:1.5etBogmnaed1.0FetPag4f"'. "' f;f " c5 � h i5 -c - {$ t t: " 2i & z () ii! l'? 2; ? < jt 0 fJo & SOIL DESCRIPTION 0 ;;,;· :,;; " OC> '<.. 0 :::; ..... 2; ff Ci r- (/)!::!, f{]i h"' Q c5 "' � - 0 "' �0 } r;f "'� 1 0. t: 8 f! :5 14 co i5 8 E, fJ! !=: 2; >< ?E u 0 38 i Q &� &8 "'Q 3 ts ;:; " fz ::s 8 2i ct) o - FAT CLAY: very dark grayish brown, dry CH - B 186 94.7 48 - � - firm SPT 4 6 - - CH - . SANDY CLAY: dark olive brown, very moist :s:: ' � - - - :s:: ' firm � - - - CA 6 6 :s:: ' � - - - . :s:: ' � - - - - soft :s:: ' - - - - :s:: ' - - - SPT 2 2 - - - -:S::-' - - - � - - - - - - - - - - - - . - 0 -8 .9 .7 -2 ·6 -4 .5 ·l .] ·19 ·18 -16 .17 - I 5 -14 -I I -10 .!] ·12 � J} GeoSolutions, Inc. BORING LOG t. ,fr. - BORING NO. B-4 .... ,'11 ' �� JOB NO. SL09734-1 :.� Madonna - Froom Ranch r,StPlanHEEE6 InchsAEEMay18206SMHDandPTGBYGTV HEEVANNotRcordd,,...epthfrondwtr:.5eetBrgematdtI0.0FeetPg5f5uJ 'u "' iS /:! ;,. f5 "' :f ii � 1] »; »; 2; c, :,,; u :-: 8 :,,; � [-.. f;J SOIL DESCRIPTION 0 'O "' &" � ii OP � ts 0 ;c! :,,; ::, i: v]l:B, t � "' Q "' -r-, [-.. c, c5 u) - 0 "' �0 :,,; '< "'� .., t: 8 :-: /:! [[Jf:! ;g tJ f5 � is 6 fj IJ, If! ,:: :,,; i« iii "'"' 0 !';fO t!;ZC rg - 0 .., 0 68 Ii Q "' 2; "-8 2; .., "' "- "' u 0 -I -2 -3 -4 -5 -6 - 7 -8 -9 -10 -11 -12 -1 J -14 -15 -16 -17 -18 -19 -20 - --··---� ---��- - CLAYEY SAND: very dark brown, very moist CH ' - -'5.-'5. - - soft '5.-'5. - -'5.-'5. - - '5.-'5. - - -'5.-'5. - -'5.-'5. - CH -'5,-' CA 3 3 SANDY CLAY: dark brown, very moist - - - '5-, ' - - - - - '5-, ' - - - - - '5-, -, - - - SPT 6 6 - firm '5-, ' - - - - - � - - - - - - - - - - - - - - - =-�" �--- ----·· -=----�-----,-- 0 <n 0 <n 1� ' 0 <n N N Cl) u 'st- 0 e w M 0 ,., r-, 0 o- ..Cl 0 0:: ...l �II' c, v, � <L 1l UJ 0 """' u Ur ',"' 111� ' z UJ � -c UJ r n, "'r'" @ >-"'-2 �' {/) ;z f:'. �.s] o- "°1 0 0 <n 0 "' 0 "' N N 00 <!'. u :,:: � u 0 <n 2 .r, 0 0 2 0 z 0 0 s � ;:i <L :l �E u 2 <!'. � !:: 0 u �] � ' z 0 0 � ··U UJ eC 0-: ,H �g ;;; UJ ""' 0. <L Ur <L Ur c, r? � � {! zw •n ?"ti' <h zw = "' "' ,< UJ � . <"' e • ' -er ea ii� < co r@ dll V) f:-< C-.1.s r@ g .§' "'r'" u 0 � � {/) ;z: u 1! fl v,z ?. 0 � 5- Cl 8"' !l i t o- z z v, r ,, £2 r ' 0 '.'.:] " � Cl :, ., u <!'. ...l �-1 2 z < E-a 0 0 0 2 "' 0 <n 2 2 0 0 � 0 2 2 0 2 �--, ". !� ,:-,,! ]g 1l1 � ,g g UJ � co <L ?] il] Ur '" 8 p �I �Q N� i;<l ii � zw .,..,� "" ' " ., Ji < UJ �@ j8j f-g < UJ r@ !] ,,.. , f - - < µ... 8; "'r'" "' v, z �j"� ii v, z 0 �, :l..1 o- Cl 5- t- § j] r '" ' "1 ., ., ' 3 & 0 0 /'! ,, 0 <n 2 0 0 2 s NIHJ,cl30l33d J.cl300 •n 0 <n 0 � 0 0 2 2 's ;:::: 1 t � r;, � UJ � e UJ M <L .:;· i£ u -f Ur u, ll�i �� = -t- -"' ? i §1! z UJ -e- "': "' ' -e- ! if fl: �;::l:: ' 00 � ,:, � 6 <"' ""' :; ;;:;- I-@ 1: r@ �;;;jf •nr 1.1.. � -r 0 3 l v, z v, z "' 00 Cl 5- Cl o- "' o-: f- ' t- 1 = <!'. � " 0 u "' � ..... o" u, ..... " :l P. o- o in "' - 1" ii •n 0 0 0 v, 0 '1 u: "" � co 0 <n 0 � 0 0 0 bJ) " 0 'i: ·3 "' B3.aI!Ucl30J,33dNIHJ,d30� ...l � 0 r- <n u 0 ,.., "' co ,.., v, APPENDIXB Laboratory Testing Soil Test Reports lieo!iolutions, 1111c. ratoryfrvuuritcuohfixran,ppenix.Echdetfiysmlttrd.UfiClfiSlfycorintoinrnranvssnoslnnxoinxnvhiiiiircrlWL) cinntncrnrvrtionlp,yvoolhwflfrhkropun snclPLllportionllrnypshrol1/ronianntwtlaangrndttlppllimctyfftwhllDrcSheroilUrClitDriCniinS08) pmrtv. wh rnms gwlravptszna rolltpartial rahcoeranti,hngtrah, rrtlng�- PrcSizAnySil(226R) tmlztrfinosggIn rarouvrosymlinrparticle ztssreported rifi. lieo!iolutions, 1111c. ,twgw,ptystcalula.TtuntyellwwoiqusODolPrprofUgIcrmdg(ASM04-11suainstuili saila.epca.sesssiloooaeil.lieo!iolutions, 1111c. GeoSolutious, Inc. SOILS REPORT (805) 543-8539 Madonna Froorn Ranch Project#: Samo le: Denth: Soil Classification Laboratory Maximum Density Result: V cry Dark Grayish Brown Sandy Fat ·----·- ---------- - -· - ----·----- ------ -· - ___ ,. Sieve Project 't Size Q, > ·� c "' 0 i:" -- - ---- --- -- - -· - -- -- ---- --- -- ]" 0 1 ------- -- ---- -- " --- -- -----� _____ ., __ ------- o.o Water Content,% Sand Enuivalcnt Cal 217 I nla 4.00 3 Weight of Rammer, lbs, 10.00 4 atedSnecifiGravitvr%tuinCurv=liTril#2 3 4 Ix:31 WatCnn:ExaioIxrvDensitv;MaximuDry i:x107 rCn:itut0/o: %vnarkOravanYAEichmanB 1 GeoSoluiions, Inc. SOILS REPORT (805) 543-8539 B B-3 By: 18, Weie:ht of Rammer, lbs. 5 I • I - I u c. I' t I ·� 1! c � I 0 .! 1:' 0 ! i I I I I I I I ID 96 3 4 1 1 l" Sieve Percent Project Size Passina Soecifications ac,l,:en,,t,_Co:;cal c:2::;lc,7--1'--------------------------·-------·------------JI PctyIxAM8im836 rial#13 4 IexWet:186ExansiIexExpansion Index Drv itv11---------A_S_'_fM_D_48_2_9�--------1Maximum Dry Density, pcf Optimum W, o/o: xpansi:Inial Satur:VerHigh Mtur-Detv Mue CnTM16 amDenfh(ft) Wa(%) ritv (pcf) Riitv SamlDescriptionRprBv: arEihmanB2 GeoSolutions, Inc. SOILS REPORT (805) 543-8539 c 1.2[-----1 I I ---:�-r---- 1.0 11; -----,- - !I :- -- -- i ! i_. ---- I ,1 'R l i ' ' i ! I I I ::! i ! : -r-t- ----+------.;' i J --- ! - ; '1 ----- II I -- - __ J t5 Q,4 � i - 1- ---- -- ,1 � ! t I I : ::: l , l. __ .• __ �--:_I_��� l _,. J.��J Laboratory Maximum Density 2" l" No.30 CH No. 100 11--�N�o�.2�00'---L--����-'-����-I ID 4.00 10.00 Estimated Specific Gravitv for 100% Saturation Curve= 23 1 2 3 Water Content: ensitv:11---------A_S_T_M_D_4_8_29____,MaximumDryDensty,pcf o/o: Medium Mitue-itv,MitureCAM Same Denth (ft) pitinnaBv:arnnB3 GeoSolutions, Inc. CONSOLIDATION REPORT (805) 543-8539 02435-11 Project: Froo111 0> �- � 0.00 - - -- - ,- -- - - - .. - >-------------- - - 2.00 - ·-· I I -- re- 4.00 -· ' --1- -- ·-- ·- 6.00 -- ' - ' ,:: 8.00 - ' ·.; - ' >-< ' +-' - ' tr: - - ' � 10.00 I -- '---· - ' - -- ' 12.00 ' I - ' - ' 1- 14.00 I - 16.00 - ' - 18.00 - - -· - . I- � 20.00 - 1 10 100 1000 10000 Log of Pressure - Appdrsur(i)% rrnIndex)3.1550299priIndex)r106.50040082.35015ReportanE > - · c])JREC'.f SHEAJfl'EST .. Geo·S�lutions;:,Jnc. SU!VflYlARY RE�ORT (ASTM D3080) ..(805) 543'8539 ... '� . - - -,- :,._¥:;;/ -.i.�;� , ... Client n-t By: AE ... ,. ·:, .. MA TERJAL LL PL PI passing Gs' No.200 nm nm nm rn-situ (rings) ----- a � -- o e z xst -- a= ----- a = a = a = a= -· a= 0 " ·\. .. - .. -·hD 9 �·---· ,- . '\ "' 1:: 2c. / " ,;� "' <>: E 1, "' " i ./J zs= �- o \"- "' ���- a. ., "' - ........ " -- i5 .......... ------- --- .c (/) ro '( - - ....... ti / :'.-- .: .. --&·-:-· - o ' t . " -----,, "'""· '- '- - � •' . -ss, ,,; . . �. � . 4.-�· 0 PJ 3." lite92.3 9 3.0-Li"' 2c. 42.42.42"' .-· .. amleHigt(in)1.01.001.I00in i" .> cf, .., v stcino.Q) 1../ Is: •.. --·- [/) (; Nmlessf)I.OD003.00 4.001./ ··� Pk Sheaess(k0.72 v .5. Hl4v P(in) 0.0 l{kst) ....4.0 NoS(ksf)l404 040(in) ipeak (in/Jnin) 200JJO saring85 APPENDIXC USGS Design Map Summary Report USGS Design Map Detailed Report lieo§olutions, INC. EUSGS Design Maps Summary Report User-Specified Input assfcanelassC-"VeyDenseSolnSoftRock"skagryI/II/IIIl • ..,- .,,.a,,,..��� .... ,..,.��..-����-��������� OlllYO ,, 11 " I ( l t 66'1 nJ c c " f "• �'I, �( S, � =' .... .,. '"lt-1, ' . , .,,��Zr� \ i, v. ::;p: ' 0 s 0- ' 0 ., .,. ,(> ; , � USGS-Provided Output S5 = 8g s, = g SMS = 81g s.., = 0 637gS0, = g SD,= .5g ofxiuizotlrspos,eeurhppiatiaslch"2009NEHRP"uildingcfut.MCE, RspnsSpctrum1,43 1.30 1.17 1.04 0.,1 -; 0.79 • O.GS ti! 0.52 0.3, 0.21i 0.13 0.00 +---s--+--+--+--t---+--+-+--+---< 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 l.BO 2.00 Period, T (sec) DsinRspnsSpctrumo.ss o.so 0.81 0.72 0.63 -; 0.54 • 0.45 ti! 0.36 0.27 O.lB c.os 0.00 +--1-----<--+-+--+---S--+--+--+----, o.oo 0.20 o . .ao 0.60 0.80 1.00 1.20 1.40 1.60 r.ac 2.00 Period, T (sec) 5, 1 ,wpoiowrraty,expessedoimpie,astotheaccuracyofthedtctneteen.Ttoolist sustiefelsuject-mtterkowledge.v/desinmaps/us/summary.pp?teplat=mnimal&Iatitude=35.24805&longitud=-120.68614&itecss=2&iskcategory=O&ed..1/1 6/21/2016 Design Maps Detailed Report EUSGS Design Maps Detailed Report ASCE 7-10 Standard (35.24805°N, 120.68614°W) Section 11.4.1 - Mapped Acceleration Parameters 5) B. From Figure 22-1 [tl From Figure 22-2 [2J Section 11.4.2 - Site Class S5 = 1.281 g s, = 0.484 g Table 20.3-1 Site Classification - Nch v, s" B. C. Very dense soil and soft rock >5D. 61ft/s 151,sE. y<6<1<lpAyoflwhmreta 0savgcharacteristics: PltyexPI >0,w � Su< nalyscwihi1eeScn2.3.ForSI:tft/s=348m/l'= 049 m' tecl rikctegoryOedilio..116 6121/2016 Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (.MCER) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient Fa 5 $ 5 = 5 = 5 = 5 2: B c D F Note: Use straight-line interpolation for intermediate values of S5 For Site Class= C and 55 = 1.281 g, F., = 1.000 Table 11.4-2: Site Coefficient F, 1-ss, $ s,= s, = 3s,= s, 2: 8B c 3D 5E3534F SiofE Note: Use straight-line interpolation for intermediate values of S1 For Site Class= C and 51 = 0.484 g, r, = 1.316 e=-12068614&sieclass=2&riskcategory=O&editio...2/6 6121/2016 Equation (11.4-1): Design Maps Detailed Report S,.,s = F,55 = 1.000 x 1.281 = 1.281 g Equation (11.4-2): SM1 FvS, = 1.316 x 0.484 = 0.637 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): Sos = % SMs = % x 1. 281 0.854 g Equation (11.4-4): Section 11.4.5 - Design Response Spectrum From Figure 22-12 C3l 501 = % Sm = % x 0.637 = 0.425 g T, = 8 seconds s,, = 0. 854 - ----� ' Soi= 0.425 - -,- - -- -- --- , --- - -- - - - - - - . ' T < T,: S, = Sos ( 0.4 + 0.6 TIT,) T0:ST:ST8:Sa-Sos Ts <T:S TL: Sa -sol /T T>TL:Sa=S01TL/TZ T,=0.100 T5 = 0.498 1.000 Period, T (sec) 248051ongiude=-12D68614stecs=2riskcaegoy=O&edti o..3/6 6121/2016 Section 11.4.6 Design Maps Detailed Report Risk-Targeted Maximum Considered Earthquake (MCE") Response Spectrum The MCER Response Spectrum is determined by multiplying the design response spectrum above by 1.5. $\IS= l. 281 - -,-------. s"11 = o.637 ' ' -,------ - --1---- --- -- -- - T,- 0.099 T, - 0.497 1.000 Period, T (sec) ecass=2iskcategory=Oeditio...4/6 6121/2016 From Figure 22-7 [41 Equation (11.8-1): = = = = Table 11.8-1: Site Coefficient F PG,\ S: = = = 2: B c F ght-linintplomdvaluesPFor Site Class= C and PGA = 0.541 g, FPGA = 1.000 11.1-Methd 1(frmCpe2-S-SpfcGudMtnPduefSmiD)From Figure 22-17 [51 From Figure 22-18 [5J CRS = 92CR! = 939e=-1268614&sieclass=2&skcategoy=o&edIio.. .5/6 6121/2016 11.6 - RISK CATEGORY VALUE OF S05 I or II III IV S0s < 0.1679 0.167g S S0s < 0.33g B B c 0.33g S S05 < O.SOg c c 0.50g S S0, For Risk Category = I and 505 = 0.854 g, Sef smlc Design Category = D RISK CATEGORY VALUE OF S01 I or II III IV S01 < 0.067g 0.067g S S01 < 0.133g B B c 0.133g s S01 < 0.20g c c 0.20g S S01 For Risk Category = I and 501 = 0.425 g, Seismic Design Category = D I, II, III, F IV, = hmdydwhTb11.6-1 r11.6-2" = c116paamsRfr1Figure 22-1: p://q./az/p/w//2010_E-7_F_22-1.p2Figure 22-2p//aqa.sg/z/igap/wa//201O_E-7_F_22-23Figure 22-12: //h/za/np/w//201O_E-7_F_22-12.4Figure 22-7p//qk./zs/p/w//201O_SE-7_F_22-5Figure 22-17: p://q/z/p/w//2010_E-7_F_22-17.p6Figure 22-18: p://qg./z/igp/w//201O_E-7_F_22-18.nmapsus/rport.hp?temlat=mim&titude=3524805&1ngitude=-120.68614&sitlass=&sategry=O&editi...6/6 fliUSGS Design Maps Summary Report User-Specified Input assfcatnSeClassE-"oftlySoil"skCagoryI/11/IIJc !1:0 r: ,,. 0 I -1' .. ' " j Q 0 .r 4 ,.. ,, ,.. ,.., T All.1 / $1 ({I nr, i:-r. -r .. "' ·• r \ 0 , i i c I' � �\ �4;:,? a.r s � �.,.,. "4>,,.. ,, . .,� � Cl. ,..� 1, t, �.I 18' ,il'. USGS-Provided Output S5 = 1281gs, = .gSMS = 1gs,,, = 1.1gS05 = .9gS0, = gppaaselt"2009NEHRP"gcfcdocuet.MCE" Response Spectrum l.20 l.OB o.ss 0.84 o\ 0.72 • O.GO "' 0.48 0.36 0.24 0.12 0.00 +--+---+--+--+--+---+--+-+--+----< 0.00 0.20 0.40 0.160 0.80 1.00 l.20 1.40 l.GO l.BO 2.00 Per-iod, T (sec) Design Response Spectrum 0.88 0.80 0.72 0.64 O.SG ] 0.48 • 0.40 "' 0.32 0.24 O.lG 0.08 0. 00 +----<--+--+--+--+---+--+-+--+----< 0.00 0.20 0.40 0.160 0.80 1.00 1.20 1.40 I.GO 1.80 2.00 Period, T (sec) ForPGAwTu CR5, anCR1 s,esiwtdaedpot.ry,wprovtde owarrnty,expressedoimpied,astotheaccuracyoftedcaiedrin.isoo!stsstittfthnisubject-matterkowledge.8051ongtud-120.6861scass4&rskcaegory=O&ed...1/1 �USGS Design Maps Detailed Report ASCE 7-10 Standard (35.24805°N, 120.68614°W) Section 11.4.1 - Mapped Acceleration Parameters spectral response acceleration. They have been converted from corresponding geometric 5) B. From Figure 22-1 c11 From Figure 22-2 c21 Section 11.4.2 - Site Class = 51 = g UGS),-cig,/edflsclasifiSeCssE, nhipcccehp2.Table 20.3-1 Site Classification Site Class Nor Nch - v, s,. A.HRock>5,000ft:/NAN/AB.ock2,50500 t:/s NANAC. Very dense soil and soft rock 1,200o2500/>50>2,000psfD.Sff oi60o10ft/15o51,00,00p.ofy si<600ft:/<15 <l,000pfAy wh mh0ft ofsoivg hchcesic: Pscty x PI > 20, Moisture content w � 40°/o, and Uniasgh Su < 50 pF.os quiing oaasccocwSio21.1 Seco20.31 Fr SI: lft:/s � 0348 m/s l/f' � 00479 kN/m' 05&1ogd=-120.68614&siecass=4&iskcategoy=O&ediio. ..1/6 6121/2016 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (.MCER) Spectral Response Acceleration Parameters s, :S s, = s, = 5 = s, B c D F eigh-lniplnfondivauesfS5 5 = g, Fa= Fv CasappdE ,al spnscioPea-sds, :S 1s, = 0s, = 03s, = s, ce.A08.B .c .43D 133.4F n4.fC NUigh-linnrpolinfimavalus1 1 = g, = r.sgs.gov/designmaps/us/report.php?tempate=minimal&falitude=3524805&1ongitude=-12068614&siteclass=4&riskcategory=D&editio...216 6121/2016 Equation {11.4-1): Design Maps Detailed Report 51.15 = F,55 = 0.900 x 1.281 1.153 g Equation (11.4-2): SMl = fvSl = 2.400 X 0.484 = 1.162 g Section 11.4.4 - Design Spectral Acceleration Parameters Equation (11.4-3): 505 = % SMs = % x 1.153 = 0.769 g Equation (11.4-4): Section 11.4.5 - Design Response Spectrum From Figure 22-12 C3J % x 1.162 = 0.774 g T, = 8 seconds Figure 11.4-1: Design Response Spectrum 501 = 0. 769 S.,=0.767 T<T0: S, = 503 ( 0.4 + 0.6 TIT,) TD s r :!ii T!I: sg =-So� <TS TL: Sa; S01 /T T> :S1=S01TLIT2 T0 = 0.201 1.000 Ts=l.003 Period, T (sec) http://ehp1-earthquake.cr .usgs .gov/desi gnm aps/us/report.php?tem plate= minim al&latitude= 35. 24805&1 ongi lude= -120.68614&si tecl ass= 4&riskcategory= O&editi o. . . 3/6 6/21/2016 Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCEe) Response Spectrum by 1.5. S!-n"" 1.153 ]' Sµ:,=l.150 � c I � 8. � " 1 • : T0=0.201 1.000 Ts -1.003 Period, T (sec) ii...4/6 6121/2016 From Figure 22-7 [41 Equation (11.8-1): = = = x = g = = = B c D 799F Seti47ofE7Note:Usesraigh-irpoformievlesfGFor Site Class= E and PGA = 0.541 g, FPGA = 0.900 romCpt21-S-SpcfcGdMooPoduoSimcDg)From Figure 22-17 [51 From Figure 22-18 [61 C,s= .902CR! = D. 39rl.php?tmpae=miima&Iaud=35.24805&1 ongude=-120.68614&sieclass=4&riskcaegoy=O&ediIio.. . 5/6 6121/2016 Section 11.6 - Seismic Design Category RISK CATEGORY VALUE OF Sos I or II III IV SDS < 0.1679 0.1679 S SDS < 0.339 B B c 0.339 S SDS < 0.509 c c O.SOg S S0s Table 11 6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter For Risk Category = I and S05 = 0.769 g, Seismic Design Category:::: D RISK CATEGORY VALUE OF SD, I or II III IV S0, < 0.0679 0.067g S S0, < 0.133g B B c 0.1339 S S0, < 0.20g c c 0.20g S SD, Table 11 6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter For Risk Category = I and 501 = 0.774 g, Seismic Design Category= D I, II, III, F IV, = 11.6-1 11.6-2" = References Figure 201_ASCE-_Fiu_22-1.pdf2Figure 2-hp:/q.us/zwfs2lO_ASCE-_Figue_22-2pd3.Figure 2-2h/qukuip21O_SE-_Fgu_22-12pdf4.Figure 22-7p/equu/igp/ws/21O_E-_Fiur_22- pdf5Figure 22-17: equzaps/2010_E-_Fiur_22-1.pdf 6, Figure 22-18: tpartqk.s/iawl/f/21O_ACE- _Fiur_22-18 pd8614&steclass=4&rskcaegoyO&edii...6/6 APPENDIXD Preliminary Grading Specifications Key and Bench with Backdrain lieo!iolution!i, 111Jc. A. General I. hsriinguemsadahrkwihgragnratfi.3.Tsgragaymfia/syatinntihxhist/bqps4IfdhairaifiagB. Obligation of Parties hsimaathnrrfindhhnhntgainhhnhrndntrsstsitadarmit.hnmdniiinsfiarnC. Site Preparation I. sdnntthgsninnitishpphsismdmmff-ysr.hbt,s,garuptyti,snusuurruturithpbgTemcnsrushbmtyyubnbvsGt,I.Vftmsegdbkfitafi.lieo!iolutions, 11\lc. D. Site Protection rushriityhcr.2.Thecontractorhuldbshiyalraxi.3.Dunidrainall,lascshgkaashudsiaE. Excavations ahchinuaalnalshkdaaliddlghilluhaluadbhgl.3heinssihrau.F. Structural Fill .uturafihunttarockslgh3haimishhn15ptaghgim.2.Imdhuldrrslh yxnt,alaynsBryh,pheromrtdbtiniiatyssrufil.G. Compacted Fill .ruturallunprovdtphzl, roximty 8 hnhpnOai pimported fihndhapm miunmda m sty 9aATM DI 5577.lieo!iolution!i, 1111c. excavations. nimpgsp.4Ifilaaentruclogn51,wmsreivfilek minmof4siunyKyphrt bveaps.ss.H. Drainage ipaiuasusseesysleeeosssmnnepnse.sepnnshptctgn,heowsniicnnsaemnspsscsunnaunsspnsssFimmninmn5Attiinspsjeero,ubl,stusyteflfwru.rosttnsM,m,regrans6Sub-insolsspssThlinrainhuftn.urasxnppsoexitigctli. usulppms.lieo§olutions, 1111c. f.J. Underground FcltsCotrucnI. Thettentiofcotraos,aiculrlydrocra,leranStofCforniaCnfioSinctctaodnrananolddtnolndcaycctncsosolrooacalildnnfoioslatnih wa(oawy),dsln23nomvapaihozlyctxng 8nknroaci.Eaayoudcc9nASTM0155707.TopfttkfidcbcpheqvnrtunranfdAf­ ra. Twlls mutkdkpnKCmpliooWork I. Aftomlonf orka report e dy Sgnproucvs.Thdclnfil, mmof adaraystutnmns gmurirananhc nmmdtd nproSEninR2SolEaa s, tftknwknr ofsccnwanreport pn C18f213 CBClieo!iolutions, 1111c. FILL OVER NATURA .. L SLOPE SWALP.S AND DOWN DRATI,!S • 2 MJN. KEY DEPnt TOE; .KEY H H --- ---- --:,�\., -- -- ,\},:rel"'·-- � _ - :.i--""',,.l<- c_:;;i,,,;---� _.. __. o'ii';1.Jt1SO'i __. o __.,,......-j FILL OVER CUT SLOPE DRAIN DETAIL SEil DRAIN amow / cu rnnn OPTl!O, HFT.M FlLLWIDTHMAYUElmPUllD'r2FT, MIN. 1N NO CASE SHOULD THE FILL WIDTH BE LESS Tl-lAN 112 TI-IE lffilGHTOF FILL REMAlNJNGI.BACKDRAINASRECMEDNEOBY GETBl-!NAL CONSCLTANT PHR:BU'ITRESS BACKDR,\JN DETAlL EO FABRIC, MINMM15'/. PbN All.EAEOS=\0·10, 1.FT:MINIMUMVBRL,\l' GeoSolutions, Inc. 220 I-Iigh Street San Luis Obispo, CA 93401 (805) 543-8539 Fax: (805) 543-2171 IffiY AND BENCH WJ['J'H BACKDRAIIN DETAIL A