LIMITED GEOTECHNICAL STUDY TEMPORARY EXCAVATIONS MOORPARK FEEDER UNIT 2 STRENGTHENING PROJECT MOORPARK, CALIFORNIA

Transcription

1 LIMITED GEOTECHNICAL STUDY TEMPORARY EXCAVATIONS MOORPARK FEEDER UNIT 2 STRENGTHENING PROJECT MOORPARK, CALIFORNIA Prepared for: CALLEGUAS MUNICIPAL WATER DISTRICT July Knoll Drive Ventura, California

2

3 July 2017 TABLE OF CONTENTS Page INTRODUCTION... 1 PROJECT UNDERSTANDING AND STUDY PURPOSE... 1 WORK PERFORMED... 1 FINDINGS... 2 SITE LOCATION... 2 SITE CONDITIONS... 2 Topography... 2 Existing Land Uses... 2 GEOLOGIC CONDITIONS... 3 Regional Settings... 3 Local Geology... 3 Significant Faults... 3 Local Faults... 3 Groundwater Conditions... 4 EARTH MATERIALS... 4 CONCLUSIONS AND RECOMMENDATIONS... 5 GRADING AND EARTHWORK... 5 General... 5 Materials... 5 Site Preparation... 6 Excavation... 6 RECOMMENDATIONS FOR EXCAVATION AND SHORING DESIGN... 7 Introduction... 7 Excavation Design Criteria... 7 LATERAL EARTH PRESSURES FOR SHORING DESIGN... 8 PAVEMENT DESIGN... 8 CLOSURE AND LIMITATIONS... 8 PLATES Site Location Map... 1 Geotechnical Map... 2 N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - i -

4 July 2017 TABLE OF CONTENTS (Continued) APPENDICES APPENDIX A: APPENDIX B: SUBSURFACE EXPLORATION LABORATORY TESTING N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - ii -

5 July 2017 INTRODUCTION Padre Associates is pleased to submit this report presenting the findings, conclusions, and recommendations developed during our limited geotechnical study for the Moorpark Feeder Unit 2 Project (Project Site), located in Moorpark, California. The Project Site is located along Highway 23, between the New Los Angeles Avenue and Tierra Rejada freeway exits in Ventura County, as shown on Plate 1 - Site Location Map. The following sections present our project understanding, study purpose, work performed, and our findings, conclusions and recommendations. PROJECT UNDERSTANDING AND STUDY PURPOSE The project consists of the replacement of 10 segments of 42-inch diameter water pipeline. The focus of this limited study is on the three segments located within the Caltrans right-of-way on both the east and west sides of State Route 23 in Moorpark, California. The purpose of our limited geotechnical study is to evaluate subsurface conditions and provide recommendations for excavation and temporary shoring systems, the design of which will be performed by others. The pipeline replacement activities will consist of the temporary excavation of the specific pipeline segments in order to replace those sections of pipe. Excavations may be accomplished with proper sloping of the excavation banks or by the use of temporary shoring systems. This report includes discussions regarding regional and local geologic conditions, descriptions of soil conditions that are likely to be encountered, and recommendations for excavation along lateral earth pressure design values for use in the design of temporary shoring systems. The report also includes hollow-stem-auger (HSA) and hand-auger drill hole logs, results of laboratory testing, maps showing exploration locations, and results of geotechnical analyses. WORK PERFORMED The scope of work for this investigation was developed through a site visit and through conversations with CMWD, and was conducted in general accordance with our proposal dated February 10, Work performed for this study included: Review of historical Caltrans record drawings for state route 23 (SR 23) in the project area and available geologic reports and maps relevant to the site; Marking of exploration locations and notification of Underground Service Alert in an effort to locate underground utilities at the exploration locations; Performing a site walk with CMWD and Caltrans inspectors; Exploration of the site at three locations (east and west of SR 23) within the improvements using a hollow-stem auger drill rig. In addition, three shallow N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - 1 -

6 July 2017 (approximately 5 feet deep) hand-auger drill holes were completed as part of the preliminary site assessment (PSI) activities. Hand-held GPS located drill holes and hand-auger locations are shown on Plate 2 - Geotechnical Map. Logs of drill holes are presented in Appendix A - Subsurface Exploration; Laboratory testing of soil samples obtained from selected depth intervals within each exploration. A description of laboratory tests performed and the results of those tests are presented in Appendix B - Laboratory Testing; and Preparation of this report presenting our findings, conclusions, and recommendations. FINDINGS SITE LOCATION The Project Site is located in the City of Moorpark in southern Ventura County, California as shown on Plate 1. The Project Site is adjacent to the north and southbound lanes of SR 23, between New Los Angeles Avenue and Tierra Rejada Road in Caltrans right of way (ROW) that is adjacent to undeveloped parks or privately owned ranches. Latitude and longitude coordinates that were estimated from Google Earth near the center of the Project Site along SR 23 are: Latitude: Longitude: SITE CONDITIONS Topography The Project Site is located on a series of rolling hills with gentle to moderate slopes. Slope gradients range up to greater than 50 percent on the west side of SR 23 and up to approximately 30 percent on the east side of SR 23. Elevations within the Project Site range from about +650 to +700 feet above mean sea level (MSL). Within the area of this project, the site is relatively steep with an elevation change of about 20 feet on the east and 50 feet on the west. In general, the terrain slopes from east to west on the west side of SR 23 and both north to south and west to east on the east side of SR 23. Existing Land Uses The Project Site is located on undeveloped land that is part of Caltrans ROW. The Project Site is bisected by SR 23, with a ranch located on the east side and a municipal park on the west. N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - 2 -

7 July 2017 GEOLOGIC CONDITIONS Regional Settings The Project Site is located in the Transverse Range geomorphic/geologic province of Southern California. The Transverse Ranges are composed of Mesozoic- to Cenozoic-age sedimentary, metamorphic and igneous rocks that have been folded or faulted in a general eastwest direction, which is transverse to California's general north-south structural grain. The Transverse Range province is bounded by the San Bernardino Mountains to the east, the Los Angeles basin and Pacific Ocean to the south, Lompoc and the Pacific Ocean to the west, and the Coast Ranges and Mojave provinces to the north. Local Geology The Project Site overlies older Quaternary-aged, non-marine fluviatile sediments of the Saugus Formation that have been deposited to form a weakly consolidated light gray pebble conglomerate and sandstone composed of pebbles and small cobbles. The pebbles are composed of granitic, gneiss, metavolcanic rocks, quartzites, anthrasite, gabbro, and Tertiary volcanic rocks that may have their origin in the Conejo Volcanics. These pebbles are found in soft, sandy matrices that can include minor gray, soft micaceous siltstone to claystone (Dibblee, 1987). Significant Faults The State of California designates faults as active, potentially active, and inactive depending on the recency of the movement that can be substantiated for a fault. A fault is considered active if it can be substantiated that the fault has ruptured during the Holocene (the last 11,000 years). A fault is considered potentially active if it can be substantiated that it has ruptured during the Quaternary (the last 2 million years), but not the Holocene. A fault is considered inactive if it can be substantiated as not having ruptured within the Quaternary. The California Division of Mines and Geology (CDMG) evaluates the activity rating of a fault in fault evaluation reports (FER). FERs compile available geologic and seismologic data and evaluate if a fault should be zoned as active, potentially active, or inactive. If an FER evaluates a fault as active, then it is typically incorporated into a Special Studies Zone in accordance with the Alquist-Priolo Earthquake Hazards Act (AP). If a project is located in an AP Special Studies Zone, it requires site-specific evaluation of fault location and a structure setback if the fault is found to traverse the project site. Our review of the Fault Zone Map, Simi Valley West Quadrangle, on the State of California, Department of Conservation web site indicates that there are currently no AP Special Studies Zones that cross the Project Site (CaDOC, 1999). Local Faults No active faults are known to traverse the Project Site. There is a potentially active fault in the vicinity of the Project Site that has the potential to generate strong ground motion. Local faults consist of the Simi-Santa Rosa fault zone with potentially active segments located N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - 3 -

8 July 2017 approximately 3,000 ft southeast of the Project Site and an unnamed inactive fault that is mapped approximately 8,000 ft northwest of the Project Site. Simi-Santa Rosa Fault Zone. The Simi-Santa Rosa fault zone is a regional, potentially active fault system that trends southwest from the northeastern end of Simi Valley to the Oxnard plain. This fault zone has an estimated overall length of about 30 miles. According to Hitchcock et al. (2003), the Simi-Santa Rosa is thought to be a potentially active left oblique reverse fault with a dip of 40 to 80 degrees to the north (USGS, 2000). The Simi-Santa Rosa fault is believed to have an estimated average slip rate of 0.2 to 1 millimeters per year (mm/yr) and a maximum moment magnitude (Mw) earthquake of 7 (Hitchcock et al, 2003 and USGS, 2000). Groundwater Conditions Groundwater was not encountered within the drill holes advanced for this study to depths of approximately 26.5 feet below ground surface (ft bgs). The Ventura County Watershed Protection District (VCWPD) reports in their 2015 Annual Report of Groundwater Conditions that the depth to water bearing materials in the Tierra Rejada Valley Basin varies between 20 to 80 ft bgs. The Project Site is located within the heart of the Tierra Rejada Valley Basin; therefore, even though groundwater was not encountered in this field investigation, groundwater should expect to be encountered between depths of 20 to 80 ft bgs based on the VCWPD annual report. The level of groundwater varies throughout the year, and from year to year. The groundwater conditions discussed herein represent only those conditions encountered at the time and location of our exploration and that previously documented. EARTH MATERIALS For this study, east of SR 23 we advanced and collected soil samples from 2 hollowstem-auger (HSA) drill holes (DH-5 and DH-6) to depths ranging from to 26 to 26.5 ft bgs. The HSA drill holes were advanced within the existing paved access road (DH-5 and DH-6), which has been subject to previous grading and compaction activities. West of SR 23, the third HSA drill hole (DH-1) was met with drilling refusal at 3 ft bgs in the original drill hole location. Two additional attempts were made in the vicinity of that first location (and within the area cleared for utilities) both of which also met refusal at a depth of 3 ft bgs. Due to refusal in all three attempts of DH-1, no samples were collected. Three shallow hand-auger holes (DH-2, DH-3, and DH-4) were also advanced to depths ranging from 3.5 to 5.5 ft bgs in the project area west of SR 23 on the slope approximately 20 ft below the pavement elevation. The hand-auger locations were performed on steep hillsides with unaltered terrain. Approximate drill hole and hand-auger locations are indicated on Plate 2. Earth materials encountered in the drill holes are described below. Artificial Fill (af). Artificial fill was encountered in the top 2 to 3 feet of DH-1 (before refusal was met), DH-5, and DH-6. The artificial fill in DH-1 included very dense, dry, silty sand (SM) placed adjacent to the paved shoulder for SR 23 southbound. In DH-5 and DH-6, the N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - 4 -

9 July 2017 artificial fill included the existing asphalt pavement underlain primarily by a sandy road base material. Saugus Formation (Qts). The Saugus Formation was encountered below the artificial fill in the two HSA drill holes (DH-5 and DH-6) that did not meet refusal and in all three of the hand-auger locations (DH-2, DH-3, and DH-4). The Saugus was observed to extend through the bottom of each drill hole with the deepest hole extending 26.5 feet below existing grade. The earth material in the project area is generally comprised of interbedded poorly graded sand (SP), silty sand (SM) with gravel, clayey sand (SC), and sandy lead clay (CL). Locally those materials included sub-angular to sub-rounded pebble sized gravel and angular cobble fragments due to mechanical breaks from drilling. The Saugus Formation was generally dense to very dense and dry to slightly moist. CONCLUSIONS AND RECOMMENDATIONS The geotechnical conditions, as encountered in the three HSA drill holes and three hand auger drill holes advanced for this study, indicate that the Project Site is underlain by moderately dense to very dense granular soils and moderately stiff to stiff fine-grained soils. Practical refusal for the drilling methods used did occur at depths of less than 5 feet at several locations. We are uncertain as to whether the refusal was on a very hard inclusion, geologic bed or man-made feature. We assume the existing pipeline area was previously excavated to construct the pipe and if that is correct the feature(s) that prevented further drilling should not affect the work. No groundwater seepage was encountered in the explorations made during this study, however, groundwater information obtained through VCWPD indicates groundwater may be encountered at depths of 20 to 80 feet below grade in the area of the Project Site. GRADING AND EARTHWORK The geotechnical conditions, as encountered in the drill holes advanced at the Project Site, indicate that the pipeline replacements, as we currently understand it, can be completed provided that the recommendations provided herein are followed. General The following sections provide recommendations for site preparation, fill placement, compaction requirements, and construction of utility trenches and pipe bedding. Also included are anticipated excavation characteristics of the site materials. Materials General Fill. Typically, onsite soils free from organics, debris, deleterious materials, and oversize materials (i.e., over 3 inches in largest dimension) are considered suitable for general fill. Soil types that could be encountered within the anticipated depths of excavation will N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - 5 -

10 July 2017 likely consist of silty sand (SM) with lesser amounts of sand (SP/SW), clayey sand (SC) and silty clay (CL). Because the work will take place within the limits previously excavated and backfilled for the existing improvements, we do not anticipate that those materials will all contain significant amounts of cobbles or boulders. The materials encountered may also include imported select backfill placed within the existing pipe zone. General Import Fill. Fill materials imported to the site should be free of organics, trash and debris, deleterious materials, and oversize materials (i.e., over 3 inches in largest dimension). In addition, general imported fill should have an Expansion Index of less than 30, less than 40 percent passing the No. 200 sieve, and a Plasticity Index of less than 10. General imported fill should be observed and, if necessary, tested prior to being brought to the site. Site Preparation Site preparation for the work should initially consist of removal and disposal of existing pavement, debris, vegetation, tree root systems, structures, etc. These materials should be removed to expose earth materials that are free of organics and other deleterious matter. Organic materials should be stripped and removed from the Project Site in areas to be graded. If buried tanks, abandoned wells, or other underground structures are encountered, they should be removed or destroyed in accordance with the requirements of the appropriate regulatory agency. Any resulting excavations should be filled with compacted fill that is placed and compacted in accordance with the project plans and specifications. Incompetent artificial fill materials, as determined by a materials inspector during site grading, should be removed if located within the area of excavation that will affect stability of the excavation. Those artificial fill materials may be screened of organics, deleterious materials, debris, and oversize rocks and used within fill materials placed on site. A materials inspector should observe the artificial fill excavations to confirm that the vertical and lateral extent of those materials have been removed prior to fill placement. Excavation Subsurface data indicates that soil conditions likely to be encountered at within the depth of excavation are generally moderately dense or moderately stiff to stiff. Assuming excavation will take place within the limits of excavation for existing pipe placement, all of the materials encountered are anticipated to be excavated with conventional earth moving equipment (backhoe, excavator, etc.). If excavation extends beyond the limits of the previous excavation, it is possible that isolated areas may expose very dense or rocky (cobble and boulder) conditions and that may result in difficult digging that may require the use of heavier equipment. It should also be noted that excavation may encounter concrete or sack-crete ditch plugs that are commonly placed within linear trench excavation backfill on slopes to prevent the migration of water through trench backfill materials. If variations in subsurface conditions are evident, those variations may affect the recommendations contained in this report. If during excavation and/or scarification, boulders N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - 6 -

11 July 2017 and cobbles become dislodged from the native soil matrix, those boulders and cobbles should be removed from the excavation and the resulting void filled with compacted fill, in accordance with the project plans and specifications. Trenches greater than 4 feet deep should be braced and shored in accordance with good construction practice and all applicable safety ordinances. Where shoring is not used, we anticipate that some sloughing will occur if sidewalls are constructed steeper than a 1:1 slope. The actual construction of the trench walls and worker safety is the responsibility of the contractor. RECOMMENDATIONS FOR EXCAVATION AND SHORING DESIGN Introduction Excavations required to perform the pipe replacement project may be made using either sloped excavation techniques or shored excavation. Based on information contained on plans prepared by Perliter & Ingalsbe Consulting Engineers, it appears that depth of excavation could be as deep as 15 to 20 feet below existing grades. The actual construction of the trench walls, shoring and worker safety is the responsibility of the contractor. Excavation Design Criteria Open Cut Excavation Design. For planning purposes, subsurface conditions encountered within the drill holes advanced for this project indicate that open cut excavation techniques can be used provided adequate sloping of excavation sidewalls is performed. The presence of clean or slightly silty sand layers encountered at depth in some of the drill holes would require that those layers and all excavation above those layers be sloped at inclinations of 1.5 to 1 (horizontal to vertical) or flatter. Where excavations encounter moderately dense silty or clayey sand or moderately stiff sandy or lean clay, excavations should be sloped at inclinations of 1:1 or flatter. Actual excavation sloping should be determined at the time of excavation by the contractor s Competent Person based on actual soil types and conditions encountered. Structural Shoring Design. Temporary shoring systems should be designed to resist lateral earth pressures considering both static and surcharge loads. Cantilever shoring systems can be designed using active earth pressures. Shoring systems that are braced or are too stiff to allow movement should be designed using at-rest pressures. Shoring designed to support excavation slopes parallel to SR 23 should be designed as braced systems to prevent any slumping of soil below the road. Lateral earth pressures are provided in the following table as an equivalent fluid weight for the noted condition and assuming that the wall backfill is free to drain and no groundwater is present. The tabulated values presented below are based on a soil unit weight of 120 pounds per cubic foot (pcf). N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - 7 -

12 July 2017 Lateral Earth Pressures for Shoring Design Earth Pressure Condition Active with native backfill and level backslope Active with native backfill and 2:1 backslope At-rest with native backfill Equivalent Fluid Weight 40 pcf 64 pcf 60 pcf Surcharges. The recommended equivalent fluid weights do not account for surcharge loads acting on the backfill. Traffic surcharges can be estimated as an additional 2 feet of soil cover, equal to a uniform pressure of 75 pounds per square foot. The traffic surcharge can be neglected if the bottom of excavation at the shoring is outside the limits of a 0.5:1 line projected downward from the edge of the pavement. Passive Pressure. Resistance to lateral loads can be provided by the soil passive resistance acting on those portions of the shoring system embedded in the native soil below the depth of excavation disturbance. A passive resistance of 360 pounds per cubic foot, equivalent fluid weight can be used to estimate the lateral load resistance on side of footings. The recommended passive resistance does not account for descending slopes adjacent to shoring. Coefficient of Friction. A coefficient of friction of 0.25 may be used between native soil and metal shoring systems. If shoring will consist of materials other than metal, the shoring design engineer should provide an appropriate friction value. PAVEMENT DESIGN Pavement design was not included within this scope of work. In the event excavations extend through areas of pavement, we recommend that the existing pavement section thickness be matched for purposes of replacement upon completion of work. CLOSURE AND LIMITATIONS This report has been prepared for the exclusive use of the Calleguas Municipal Water District and their agents for specific application to the Moorpark Feeder Unit 2 Strengthening project in Moorpark, California, as shown on Plates 1 and 2. Padre prepared the findings, conclusions, and recommendations presented herein in accordance with generally accepted geotechnical engineering practices at the time and location that this report was prepared. No other warranty, express or implied, is made. Soil and rock materials are typically not homogenous in type, strength, and other geotechnical properties and can vary between points of observation and exploration. In addition, groundwater and soil moisture conditions can vary seasonally and for other reasons. N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - 8 -

13 July 2017 Padre does not and cannot have a complete knowledge of the subsurface conditions underlying a site. The conclusions and recommendations presented in this report are based upon the findings at the points of exploration, interpolation and extrapolation of information between and beyond the points of observation, and are subject to confirmation of the conditions revealed by construction. If the construction is relocated, redesigned, or should structural loading be different than anticipated, the recommendations contained within this report should be considered invalid unless the changes are reviewed and our recommendations modified or approved in writing. Findings of this report are valid as of the date of issuance; however, changes in condition of a property can and will occur with the passage of time. Furthermore, changes in applicable or appropriate standards occur whether they result from legislation or advancement in technology. Accordingly, findings of this report may be invalidated wholly or partially by changes outside of our control. This report is subject to our review and remains valid for a period of one year, unless we issue a written opinion of its continued applicability thereafter. Other than assessment and analyses for aerially deposited lead, which was provided in a separate document, the scope of our services did not include any assessment for the presence or absence of any hazardous / toxic substances (including mold) in the soil, groundwater, surface water, or atmosphere, or the presence of any environmentally sensitive habitats or culturally significant areas. Those services can be provided by Padre if there is such a need. -- o -- N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - 9 -

14 N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX PLATES

15 Z:\Kristin\GIS Maps\Map Project\CMWD Moorpark Feeder\Report_July2017\Plate 1 Site Location Map.mxd EvonThury 7/13/ ,000 2,000 FEET LEGEND: Project Location Source: Esri Online Basemap, Perliter & Ingalsbe Consulting Engineers Coordinate System: NAD 1983 StatePlane California V FIPS 0405 Feet Notes: This map was created for informational and display purposes only. PROJECT NAME: PROJECT NUMBER: CMWD - MOORPARK FEEDER UNIT 2 STRENGTHENING VENTURA COUNTY, CA DATE: July 2017 MAP EXTENT: VENTURA COUNTY SITE LOCATION MAP PLATE 1

16 CalTrans ROW «23 APN: LOCATION 2 & 3 AREA Locked / Gate CalTrans ROW DH-3! > DH-5! >! > DH-4 DH-6! > DH-1b >! DH-1! >! > DH-1a LOCATION 1 AREA DH-2! > APN: ) " Z:\Kristin\GIS Maps\Map Project\CMWD Moorpark Feeder\Report_July2017\Plate 2 Geotech_DrillHoleLocs.mxd EvonThury 7/12/2017 Storm Drains ") CalTrans ROW APN: APN: «23 APN: CalTrans ROW PROJECT LOCATION: LEGEND:! > ADL Soil Assessment Location 0! > Drill Hole Location Parcel Boundary Pipeline Alignment Proposed Access Road FEET PROJECT SITE CMWD - MOORPARK FEEDER UNIT 2 STRENGTHENING VENTURA COUNTY, CA PROJECT NAME: Source:Google EarthPro 10/2016 Image, Per liter & Ingalsbe Consulting Engineers, Ventura County Parcel Data Coordinate System: NAD 1983 StatePlane California V FIPS 0405 Feet ADL = Aerially-Deposited Lead; APN = Assessor Parcel Number; HA = Hand Auger Notes: This map was created for informational and display purposes only. PROJECT NUMBER: DATE: July 2017 PLATE GEOTECHNICAL MAP 2

17 N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX APPENDIX A SUBSURFACE EXPLORATION

18 July 2017 APPENDIX A SUBSURFACE EXPLORATION The subsurface exploration program for the Moorpark Feeder Unit 2 Project, consisted of the advancement of three hollow-stem-auger drill holes and three hand-auger drill holes. HOLLOW-STEM AUGER DRILL HOLES Three hollow-stem auger drill holes were advanced using a truck-mounted CME 75 drill rig supplied by S/G Drilling Company of Lompoc, California. The drill holes were excavated to depths ranging from 3 to 26.5 feet below existing ground surface. Sampling was performed using a 2-3/8-inch inside diameter Modified California sampler (Cal). The Cal sampler was driven by an above-hole, automatic trip hammer delivering approximately an equivalent amount of driven energy as a 140-pound safety hammer free falling from a height of 30 inches. Bulk samples were recovered from the near-surface drill cuttings. Three shallow hand-auger drill holes were also advanced to depths ranging from 4 to 6 feet below existing ground surface primarily for aerially deposited lead testing. A Padre geologist, using ASTM 2488 for visual soil classification, logged all drill holes. The boundaries between soil types shown on the logs are approximate because of the sampling interval. The logs of the drill holes describe the earth materials encountered, sampling method used, and laboratory tests performed. The logs also show the location, drill hole number, date of drilling, and the names of the logger and drilling subcontractor. A Key to Terms & Symbols Used on Logs is presented on Plate A-1. The logs of the drill holes advanced for this study are presented as Plates A-2.1 through A-2.6. N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - A1 -

19 July 2017 ELEVATION, ft DEPTH, ft USCS MATERIAL SYMBOL SAMPLE ID SAMPLE INTERVAL LOCATION: The drill hole location referencing local landmarks or coordinates SURFACE EL: Surface elevation based on MSL MATERIAL DESCRIPTION General Notes All items in legend may not appear on logs. U:\GINT\1-PADRE GINT PROJECTS\ _AERIALLYDEPLEADGEOTECHMOORPARKFEEDERCMWD\ _DRILLHOLES.GPJ 7/5/17 10:45 a, Key Template: PADRE_BORING_LOG_KEY Well graded GRAVEL (GW) Poorly graded GRAVEL (GP) Well graded SAND (SW) Poorly graded SAND (SP) Poorly graded SAND (SP) with gravel Silty SAND (SM) Silty SAND with Gravel (SM) Clayey SAND (SC) Silty, Clayey SAND (SM) Silty, Clayey SAND with Gravel (SM) Elastic SILT (MH) SILT (ML) Clayey SILT (ML) Sandy SILT (ML) Sandy SILT with Gravel (ML) Silty CLAY (CL-ML) Fat CLAY (CH) Sandy Fat CLAY (CH) Sandy Fat CLAY with Gravel (CH) Lean CLAY (CL) Sandy Lean CLAY (CL) Sandy Lean CLAY with Gravel (CL) Peat (PT) Road Base and/or Redrock Oil Spray / Sump Material Asphalt (AC) Metamorphic Rock Basalt C O AR S E G RA I N E D F I N E G RA I N E D O T H E R Sample ID for: Hand-Auger Soil Core Standard Penetration Test (SPT) Environmental Jar Sample Modified California Shelby Tube Bulk or Grab Bag No Recovery NOTES: 1) d/r = driven/recovered 2) ft = feet 3) GP = Geoprobe 4) HA = Hand-Auger 5) HSA/DP = Hollow Stem Auger / Direct Push 6) mg/kg = milligrams per Kilogram 7) MSL = mean sea level 8) NA = not analyzed 9) NM = not measured 10) NR = no recovery 11) p. = pocket penetrometer 12) PID = Photoionization Detector 13) ppm = parts per million 14) SB = Soil Boring 15) t. = torvane 16) TD = Total Depth 17) USCS = Unified Soil Classification System Length of sample symbol approximates recovery length Classification of Soils per ASTM D2487 or D2488 Water Level Symbols Initial or perched water level Final groundwater level Serpentinite Shale KEY TO TERMS & SYMBOLS USED ON LOGS Aerially Deposited Lead /Geotech, Moorpark Feeder Unit 2 Strengthening Project Moorpark, California, California PLATE A-1

20 July 2017 ELEVATION, ft DEPTH, ft USCS MATERIAL SYMBOL SAMPLE ID SAMPLE INTERVAL SAMPLER BLOW COUNT LOCATION: West of Southbound 23 SURFACE ELEVATION: ft +/- (relative datum MSL) NORTHING: EASTING: COORDINATE SYSTEM: NAD83 Ca SP Zn5, ft MATERIAL DESCRIPTION ARTIFICIAL FILL (af) Silty SAND (SM), loose, light olive brown (2.5Y 5/3), dry, fine to medium grained UNIT WET WEIGHT, pcf UNIT DRY WEIGHT, pcf WATER CONTENT, % % PASSING #200 SIEVE LIQUID LIMIT, % PLASTICITY INDEX, % UNDRAINED SHEAR STRENGTH, S u, ksf Very dense, hand-auger refusal Drill bit refusal, attempted two step-outs with the same result U:\GINT\1-PADRE GINT PROJECTS\ _AERIALLYDEPLEADGEOTECHMOORPARKFEEDERCMWD\ _DRILLHOLES.GPJ 7/13/17 11:00 a, Template: PADRE_GEOTECH DRILLING START DATE: June 13, 2017 DRILLING END DATE: June 13, 2017 DEPTH TO GROUNDWATER: Not Encountered COMPLETION DEPTH: 3.0 ft BACKFILLED WITH: Cement Slurry DRILLING/SAMPLING METHOD: H.S.A. HAMMER TYPE: Automatic Trip DRILLING COMPANY: S/G Drilling LOGGED BY: E. von Thury CHECKED BY: J. Damron, P.E., G.E. LOG OF DRILL HOLE DH-1 Aerially Deposited Lead / Geotech, Moorpark Feeder Unit 2 Strengthening Project Moorpark, California Page 1 of 1 The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time. Please refer to Key to Boring Log for symbol explanation.

21 U:\GINT\1-PADRE GINT PROJECTS\ _AERIALLYDEPLEADGEOTECHMOORPARKFEEDERCMWD\ _DRILLHOLES.GPJ 7/6/17 12:12 p, Template: PADRE_GEOTECH_HA July 2017 ELEVATION, ft 8DEPTH, ft USCS MATERIAL SYMBOL SAMPLE ID DH-2-0 DH-2-1 DH-2-2 DH-2-3 SAMPLE INTERVAL SAMPLER BLOW COUNT SURFACE ELEVATION: ft +/- (relative datum MSL) NORTHING: EASTING: COORDINATE SYSTEM: NAD83 Ca SP Zn5, ft MATERIAL DESCRIPTION SAUGUS FORMATION (Qts) Silty SAND (SM), loose, light olive brown (2.5Y 5/3), dry, fine to medium grained Sandy SILT (ML), medium dense, olive brown (2.5Y 4/3), moist, fine to medium grained, with some fine gravel and pebbles Hand-auger refusal DRILLING START DATE: June 9, 2017 DRILLING END DATE: June 9, 2017 DEPTH TO GROUNDWATER: Not Encountered COMPLETION DEPTH: 4.0 ft BACKFILLED WITH: Cement Slurry LOCATION: West of Southbound 23 Aerially Deposited Lead (ADL): (mg/kg) UNIT WET WEIGHT, pcf UNIT DRY WEIGHT, pcf WATER CONTENT, % % PASSING #200 SIEVE 7 53 LIQUID LIMIT, % PLASTICITY INDEX, % UNDRAINED SHEAR STRENGTH, S u, ksf DRILLING/SAMPLING METHOD: Hand-Auger HAMMER TYPE: Slide Hammer DRILLING COMPANY: Padre LOGGED BY: M. Ojeda CHECKED BY: J. Damron, P.E., G.E. LOG OF HAND-AUGER DH-2 Aerially Deposited Lead / Geotech, Moorpark Feeder Unit 2 Strengthening Project Moorpark, California Page 1 of 1 The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time. Please refer to Key to Boring Log for symbol explanation.

22 U:\GINT\1-PADRE GINT PROJECTS\ _AERIALLYDEPLEADGEOTECHMOORPARKFEEDERCMWD\ _DRILLHOLES.GPJ 7/6/17 12:12 p, Template: PADRE_GEOTECH_HA July 2017 ELEVATION, ft 8DEPTH, ft USCS MATERIAL SYMBOL SAMPLE ID DH-3-0 DH-3-1 DH-3-2 DH-3-3 DH-3-5 SAMPLE INTERVAL SAMPLER BLOW COUNT LOCATION: East of Northbound 23 and CalTrans Access Road SURFACE ELEVATION: ft +/- (relative datum MSL) NORTHING: EASTING: COORDINATE SYSTEM: NAD83 Ca SP Zn5, ft MATERIAL DESCRIPTION SAUGUS FORMATION (Qts) Silty SAND (SM), loose, light olive brown (2.5Y 5/3), dry, fine to medium grained Medium dense, olive brown (2.5Y 4/4), moist, medium grained Total Depth = 5.5 ft DRILLING START DATE: June 9, 2017 DRILLING END DATE: June 9, 2017 DEPTH TO GROUNDWATER: Not Encountered COMPLETION DEPTH: 6.0 ft BACKFILLED WITH: Cement Slurry Aerially Deposited Lead (ADL): (mg/kg) UNIT WET WEIGHT, pcf UNIT DRY WEIGHT, pcf WATER CONTENT, % % PASSING #200 SIEVE LIQUID LIMIT, % PLASTICITY INDEX, % UNDRAINED SHEAR STRENGTH, S u, ksf DRILLING/SAMPLING METHOD: Hand-Auger HAMMER TYPE: Slide Hammer DRILLING COMPANY: Padre LOGGED BY: M. Ojeda CHECKED BY: J. Damron, P.E., G.E. LOG OF HAND-AUGER DH-3 Aerially Deposited Lead / Geotech, Moorpark Feeder Unit 2 Strengthening Project Moorpark, California Page 1 of 1 The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time. Please refer to Key to Boring Log for symbol explanation.

23 U:\GINT\1-PADRE GINT PROJECTS\ _AERIALLYDEPLEADGEOTECHMOORPARKFEEDERCMWD\ _DRILLHOLES.GPJ 7/6/17 12:12 p, Template: PADRE_GEOTECH_HA July 2017 ELEVATION, ft 8DEPTH, ft USCS MATERIAL SYMBOL SAMPLE ID DH-4-0 DH-4-1 DH-4-2 DH-4-3 DH-4-5 SAMPLE INTERVAL SAMPLER BLOW COUNT LOCATION: East of Northbound 23 and CalTrans Access Road SURFACE ELEVATION: ft +/- (relative datum MSL) NORTHING: EASTING: COORDINATE SYSTEM: NAD83 Ca SP Zn5, ft MATERIAL DESCRIPTION SAUGUS FORMATION (Qts) Silty SAND (SM), loose, light olive brown (2.5Y 5/3), dry, medium grained Medium dense, light olive brown (2.5Y 5/4), moist Fine grained, subangular to subrounded gravel Total Depth = 5.5 ft DRILLING START DATE: June 9, 2017 DRILLING END DATE: June 9, 2017 DEPTH TO GROUNDWATER: Not Encountered COMPLETION DEPTH: 6.0 ft BACKFILLED WITH: Cement Slurry Aerially Deposited Lead (ADL): (mg/kg) UNIT WET WEIGHT, pcf UNIT DRY WEIGHT, pcf WATER CONTENT, % % PASSING #200 SIEVE LIQUID LIMIT, % PLASTICITY INDEX, % UNDRAINED SHEAR STRENGTH, S u, ksf DRILLING/SAMPLING METHOD: Hand-Auger HAMMER TYPE: Slide Hammer DRILLING COMPANY: Padre LOGGED BY: M. Ojeda CHECKED BY: J. Damron, P.E., G.E. LOG OF HAND-AUGER DH-4 Aerially Deposited Lead / Geotech, Moorpark Feeder Unit 2 Strengthening Project Moorpark, California Page 1 of 1 The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time. Please refer to Key to Boring Log for symbol explanation.

24 July 2017 ELEVATION, ft DEPTH, ft 206 USCS MATERIAL SYMBOL SAMPLE ID SAMPLE INTERVAL SAMPLER BLOW COUNT LOCATION: East of Northbound 23 on CalTrans Access Road SURFACE ELEVATION: ft +/- (relative datum MSL) NORTHING: EASTING: COORDINATE SYSTEM: NAD83 Ca SP Zn5, ft MATERIAL DESCRIPTION Asphalt (ac), 3 inches thick Road Base (BASE), UNIT WET WEIGHT, pcf UNIT DRY WEIGHT, pcf WATER CONTENT, % % PASSING #200 SIEVE LIQUID LIMIT, % PLASTICITY INDEX, % UNDRAINED SHEAR STRENGTH, S u, ksf U:\GINT\1-PADRE GINT PROJECTS\ _AERIALLYDEPLEADGEOTECHMOORPARKFEEDERCMWD\ _DRILLHOLES.GPJ 7/13/17 11:00 a, Template: PADRE_GEOTECH Drill rig chatter SAUGUS FORMATION (Qts) Silty SAND with gravel (SM), medium dense, reddish brown (5YR 4/4), dry, fine to medium grained, subangular gravel (0.2 to 1 inch diameter) Angular rock fragments from mechanical break (2 inch diameter), drill rig chatter With some clay Sandy Lean CLAY (CL), dark yellowish brown (10YR 4/6), moist Clayey SAND (SC), very dense, dark yellowish brown (10YR 4/6), slightly moist, fine grained Trace caliche, trace oxidation staining Medium grained DRILLING START DATE: June 13, 2017 DRILLING END DATE: June 13, 2017 DEPTH TO GROUNDWATER: Not Encountered COMPLETION DEPTH: 26.0 ft BACKFILLED WITH: Cement Slurry Poorly graded SAND (SP), medium dense, dark yellowish brown (10YR 4/6), dry, medium grained Sandy Lean CLAY (CL), stiff, strong brown (7.5YR 4/6), slightly moist, fine grained, no to low plasticity DRILLING/SAMPLING METHOD: H.S.A. HAMMER TYPE: Automatic Trip DRILLING COMPANY: S/G Drilling LOGGED BY: E. von Thury CHECKED BY: J. Damron, P.E., G.E. LOG OF DRILL HOLE DH-5 Aerially Deposited Lead / Geotech, Moorpark Feeder Unit 2 Strengthening Project Moorpark, California Page 1 of 2 The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time. Please refer to Key to Boring Log for symbol explanation.

25 July 2017 ELEVATION, ft DEPTH, ft 186 USCS MATERIAL SYMBOL SAMPLE ID 5 SAMPLE INTERVAL SAMPLER BLOW COUNT 20 LOCATION: East of Northbound 23 on CalTrans Access Road SURFACE ELEVATION: ft +/- (relative datum MSL) NORTHING: EASTING: COORDINATE SYSTEM: NAD83 Ca SP Zn5, ft MATERIAL DESCRIPTION Poorly graded SAND (SP), medium dense, light olive brown (2.5Y 5/6), dry, fine grained Moist Light yellowish brown (10YR 6/4) UNIT WET WEIGHT, pcf 98 UNIT DRY WEIGHT, pcf 96 WATER CONTENT, % % PASSING #200 SIEVE 2 3 LIQUID LIMIT, % PLASTICITY INDEX, % UNDRAINED SHEAR STRENGTH, S u, ksf NR 50/5" U:\GINT\1-PADRE GINT PROJECTS\ _AERIALLYDEPLEADGEOTECHMOORPARKFEEDERCMWD\ _DRILLHOLES.GPJ 7/13/17 11:00 a, Template: PADRE_GEOTECH Hammer refusal DRILLING START DATE: June 13, 2017 DRILLING END DATE: June 13, 2017 DEPTH TO GROUNDWATER: Not Encountered COMPLETION DEPTH: 26.0 ft BACKFILLED WITH: Cement Slurry DRILLING/SAMPLING METHOD: H.S.A. HAMMER TYPE: Automatic Trip DRILLING COMPANY: S/G Drilling LOGGED BY: E. von Thury CHECKED BY: J. Damron, P.E., G.E. LOG OF DRILL HOLE DH-5 Aerially Deposited Lead / Geotech, Moorpark Feeder Unit 2 Strengthening Project Moorpark, California Page 2 of 2 The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time. Please refer to Key to Boring Log for symbol explanation.

26 July 2017 ELEVATION, ft DEPTH, ft USCS MATERIAL SYMBOL SAMPLE ID SAMPLE INTERVAL SAMPLER BLOW COUNT LOCATION: East of Northbound 23 on CalTrans Access Road SURFACE ELEVATION: ft +/- (relative datum MSL) NORTHING: EASTING: COORDINATE SYSTEM: NAD83 Ca SP Zn5, ft MATERIAL DESCRIPTION Asphalt (ac), 3 inches thick Road Base (BASE), UNIT WET WEIGHT, pcf UNIT DRY WEIGHT, pcf WATER CONTENT, % % PASSING #200 SIEVE LIQUID LIMIT, % PLASTICITY INDEX, % UNDRAINED SHEAR STRENGTH, S u, ksf SAUGUS FORMATION (Qts) U:\GINT\1-PADRE GINT PROJECTS\ _AERIALLYDEPLEADGEOTECHMOORPARKFEEDERCMWD\ _DRILLHOLES.GPJ 7/13/17 11:00 a, Template: PADRE_GEOTECH Silty SAND with gravel (SM), dense, dark yellowish brown (10YR 4/6), dry, fine to medium grained, gravel subangular (0.2" to 1" diameter), sampler and waste barrel bent, sampler shoe ripped Drill rig chatter Medium dense, angular gravel (2 inch diameter) With some clay DRILLING START DATE: June 13, 2017 DRILLING END DATE: June 13, 2017 DEPTH TO GROUNDWATER: Not Encountered COMPLETION DEPTH: 26.5 ft BACKFILLED WITH: Cement Slurry Sandy Lean CLAY (CL), stiff, dark yellowish brown (10YR 4/6), slightly moist, fine grained, few caliche, trace oxidation stains Poorly graded SAND (SP), loose, yellowish brown (10YR 5/6), dry, fine grained Clayey SAND (SC), very stiff, strong brown (7.5YR 4/6), slightly moist, fine to medium grained, some caliche, weathered gravel, trace oxidation staining Silty SAND (SM), strong brown (7.5YR 4/6), dry, fine to medium grained DRILLING/SAMPLING METHOD: H.S.A. HAMMER TYPE: Automatic Trip DRILLING COMPANY: S/G Drilling LOGGED BY: E. von Thury CHECKED BY: J. Damron, P.E., G.E. LOG OF DRILL HOLE DH-6 Aerially Deposited Lead / Geotech, Moorpark Feeder Unit 2 Strengthening Project Moorpark, California Page 1 of 2 The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time. Please refer to Key to Boring Log for symbol explanation.

27 July 2017 ELEVATION, ft DEPTH, ft USCS MATERIAL SYMBOL SAMPLE ID 5 SAMPLE INTERVAL SAMPLER BLOW COUNT 28 LOCATION: East of Northbound 23 on CalTrans Access Road SURFACE ELEVATION: ft +/- (relative datum MSL) NORTHING: EASTING: COORDINATE SYSTEM: NAD83 Ca SP Zn5, ft MATERIAL DESCRIPTION Clayey SAND (SC), very stiff, black (7.5YR 2.5/1), moist, fine to medium grained, 2 inch thick pocket of organic sandy lean clay Silty SAND with gravel (SM), medium dense, dark yellowish brown (10YR 3/6), slightly moist, fine grained, subangular to subrounded gravel (0.25 to 0.5 inch diameter) Poorly graded SAND (SP), dense, light yellowish brown (2.5Y 6/3), slightly moist, fine grained UNIT WET WEIGHT, pcf UNIT DRY WEIGHT, pcf WATER CONTENT, % % PASSING #200 SIEVE LIQUID LIMIT, % PLASTICITY INDEX, % UNDRAINED SHEAR STRENGTH, S u, ksf U:\GINT\1-PADRE GINT PROJECTS\ _AERIALLYDEPLEADGEOTECHMOORPARKFEEDERCMWD\ _DRILLHOLES.GPJ 7/13/17 11:00 a, Template: PADRE_GEOTECH DRILLING START DATE: June 13, 2017 DRILLING END DATE: June 13, 2017 DEPTH TO GROUNDWATER: Not Encountered COMPLETION DEPTH: 26.5 ft BACKFILLED WITH: Cement Slurry DRILLING/SAMPLING METHOD: H.S.A. HAMMER TYPE: Automatic Trip DRILLING COMPANY: S/G Drilling LOGGED BY: E. von Thury CHECKED BY: J. Damron, P.E., G.E. LOG OF DRILL HOLE DH-6 Aerially Deposited Lead / Geotech, Moorpark Feeder Unit 2 Strengthening Project Moorpark, California Page 2 of 2 The log and data presented are a simplification of actual conditions encountered at the time of drilling at the drilled location. Subsurface conditions may differ at other locations and with the passage of time. Please refer to Key to Boring Log for symbol explanation.

28 N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX APPENDIX B LABORATORY TESTING

29 July 2017 APPENDIX B LABORATORY TESTING LABORATORY ANALYSES Laboratory tests were performed on selected undisturbed and bulk soil samples to estimate engineering characteristics of the various earth materials encountered. Laboratory testing was performed by Yeh and Associates, Inc., of San Luis Obispo, Cal Poly Corporation GEO-E Laboratory of San Luis Obispo, and NV5 Laboratories, Inc. of Ventura. Testing was performed in accordance with ASTM Standards for Soil Testing, latest revision. The results of laboratory testing are attached. N:\PROJECT DATA\2017\ \ LIMITED GEOTECH STUDY REPT.JULY17.DOCX - B1 -

30

31 DEPARTMENT OF CIVIL AND ENVIRONMENTAL ENGINEERING Atterberg Limits Measurements Test Method: ASTM D4318, D2487 Project Name Tested By Moorpark Feeder Project No ND Testing Date 7/17/2017 SPECIMEN ID AND CLASSIFICATION Boring No. DH 6 Sample No. 3 Depth (ft) 10.5 Soil Description Sandy lean CLAY (CL): red brown, moist LIQUID LIMIT Target Range of Blows Actual Number of Blows Dish ID Mass of Dish (g) Mass of Moist Soil + Dish (g) Mass of Dry Soil + Dish (g) Water Content 33.1% 34.9% 36.7% #DIV/0! PLASTIC LIMIT Dish ID Mass of Dish (g) SUMMARY Mass of Moist Soil + Dish (g) Liquid Limt 36 Mass of Dry Soil + Dish (g) Plastic Limit 15 Water Content 14.8% 14.8% Plasticity Ind % Flow Curve 100 Plasticity Chart 35% 90 % Water Content 30% 25% 20% 15% Plasticity Index CH/OH 10% CL/OL MH/OH 5% 0% Number of Blows 10 0 CL ML ML/OL Liquid Limit

32 Summary of Laboratory Test Results Project No Project Name Moorpark Feeder (Padre Job No ) Date 7/5/2017 Sample Location Gradation Atterberg Corrosion Compaction Boring No. Sample No. Moisture Dry Unit Max. Optimum Gravel Fines < Depth Sample Content Weight R 2 Sand SO > #4 #200 LL PI ph (ohmcm) 4 Cl Unit Water R Value USCS Classification (ft) Type (%) (pcf) (%) (mg/kg) (mg/kg) Weight Content (%) (%) (pcf) (%) DH Grab Sandy SILT (ML) DH Grab Silty SAND (SM) DH MC Sandy CLAY (CL) DH MC Poorly graded SAND (SP) DH MC Silty SAND (SM)

33 Mechnical Sieve Analysis Test Methods: ASTM D6913, D2487, D4718 Project Name Tested By R. Atilano Moorpark Feeder Checked By Project No. J. Cravens Testing Date 6/28/2017 Boring No. Sample No. Depth (ft) Water Content (%) Gravel (%) Sand (%) SUMMARY OF RESULTS Fines (%) D 10 D 30 D 60 C u C c Classification & Soil USCS Description AASHTO Classification DH % 0% 46% 53% Sandy SILT (ML), brown, dry, fine to medium sand -- DH % 0% 97% 3% Poorly graded SAND (SP), yellow, moist, fine sand -- DH % 0% 57% 42% Silty SAND (SM), brown, dry, fine to medium sand -- DH % 3% 44% 53% Sandy CLAY (CL), brown, moist -- DH % 1% 77% 23% Silty SAND (SM), brown, moist, fine sand, with subangular to subrounded gravel --

34 GRADATION CHARTS Boring No.: DH 2 Sample No.: 1 USCS Classification: Sandy SILT (ML) 100% < Gravel > < Sand > < Fines > 3" 2" 1" 3/4" 1/2" 3/8" No. 4 No. 10 No. 20 No. 40 No. 60 No. 100 No % 80% 70% % Passing 60% 50% 40% 30% 20% 10% 0% 100 Boring No.: DH 5 Sample No.: 5 USCS Classification: Poorly graded SAND (SP) 10 1 Particle Diameter (mm) % < Gravel > < Sand > < Fines > 3" 2" 1" 3/4" 1/2" 3/8" No. 4 No. 10 No. 20 No. 40 No. 60 No. 100 No % 80% 70% % Passing 60% 50% 40% 30% 20% 10% 0% Particle Diameter (mm)

35 GRADATION CHARTS Boring No.: DH 6 Sample No.: 4 USCS Classification: Silty SAND (SM) 100% 90% < Gravel > < Sand > < Fines > 3" 2" 1" 3/4" 1/2" 3/8" No. 4 No. 10 No. 20 No. 40 No. 60 No. 100 No % 70% % Passing 60% 50% 40% 30% 20% 10% 0% Particle Diameter (mm) Boring No.: DH 5 Sample No.: 2 USCS Classification: Sandy CLAY (CL) 100% < Gravel > < Sand > < Fines > 3" 2" 1" 3/4" 1/2" 3/8" No. 4 No. 10 No. 20 No. 40 No. 60 No. 100 No % 80% 70% % Passing 60% 50% 40% 30% 20% 10% 0% Particle Diameter (mm)

36 GRADATION CHARTS Boring No.: DH 4 Sample No.: 3 USCS Classification: Silty SAND (SM) 100% < Gravel > < Sand > < Fines > 3" 2" 1" 3/4" 1/2" 3/8" No. 4 No. 10 No. 20 No. 40 No. 60 No. 100 No % 80% 70% % Passing 60% 50% 40% 30% 20% 10% 0% Particle Diameter (mm)

37 6 5 Peak: Φ'= 30, c'= 0.4 ksf Min. Post-Peak 6 5 Sample A Sample B Sample C Shear Stress, ksf SAMPLE ID INITIAL FINAL TEST SUMMARY REMARKS Normal Stress, ksf Boring Number: Sample Number: Sample Depth: USCS Classification: Specimen Water Content, % Dry Unit Weight, pcf Saturation, % Void Ratio Diameter, in Height, in Water Content, % Dry Unit Weight, pcf Void Ratio Displacement at Peak, in Displacement Rate, in/min Normal Stress, ksf Peak Shear Stress, ksf Min. Post-Peak Stress, ksf Test Method: ASTM D Moorpark Feeder DH ft Clayey SAND (SC): yellow to red brown, moist, trace gravel A B C D 9.9% 9.9% 9.9% % 52% 42% % 16.3% 13.4% CLASSIFICATION Horizontal Displacement, in Sieve Size 3/8-in. (9.5mm) # 4 (4.75mm) # 16 (1.18mm) # 30 (0.6mm) # 100 (0.150mm) # 200 (0.075mm) % Passing Atterberg Limits Liquid Limit, % --- Plastic Limit, % --- Plasticity Index, % --- Estimated Gs 2.75 k avg 20ºC, cm/sec --- Vertical Displacement, in DIRECT SHEAR TEST

38 Confining Stress: 1.2 ksf Interpreted Point of Failure Confining Stress: 1.2 ksf 3.5 Deviator Stress (σ 1 -σ 3 ), ksf Axial Strain, % SAMPLE ID SAMPLE PROPERTIE Boring Number: DH-5 Sample Number: 4 Sample Depth: 15.5 ft USCS Classification: Clayey SAND (SC): red, moist Water Content, % 16.2% Dry Unit Weight, pcf Saturation, % 72% Void Ratio 0.62 Diameter, in 2.42 Height, in 5.00 CLASSIFICATION TEST SUMMARY Sieve Size % Passing Other Parameters 3/8-in. (9.5mm) --- Liquid Limit --- # 4 (4.75mm) --- Plastic Limit --- # 16 (1.18mm) --- Plasticity Index --- # 30 (0.6mm) --- Estimated Gs 2.75 # 100 (0.150mm) --- S u from T v, ksf --- # 200 (0.075mm) --- S u from PP, ksf --- Maximum Deviator Stress, ksf 4.2 Undrained Shear Strength, ksf 2.1 Axial Strain at Failure, % 11.2 Strain Rate, %/min 1.0 Cell Pressure, ksf 1.2 Tested By: ND Date Tested: 7/6/17 SAMPLE IMAGES REMARKS Test Method: ASTM Moorpark Feeder UNCONSOLIDATED UNDRAINED TRIAXIAL TEST