A01.10_Attachment_14_01_50_00_Isabella_Government_Testing_Laboratory_GER_(17-R-0006).pdf

Isabella_Government_Testing_Laboratory_GER.docx October 2016

GEOTECHNICAL ENGINEERING REPORT

FOR

GOVERNMENT TESTING LABORATORY

LAKE ISABELLA, CALIFORNIA

Prepared By:

U.S. Army Corps of Engineers

Sacramento District

Geotechnical Branch

Soils Design Section B

31 October 2016

Geotechnical Engineering Report, Government Testing Lab, Lake Isabella, California

1.0 INTRODUCTION

This geotechnical engineering report presents the geotechnical engineering evaluation, conclusions, and recommendations for the proposed Government Testing Laboratory facility to be constructed as part of the Lake Isabella Dam remediation project. The Isabella Dam consists of two earth embankment dams (Main and Auxiliary Dams) located across the north end of Hot

Spring Valley near the town of Lake Isabella in Kern County, 35 miles (56 km) northeast of

Bakersfield. The proposed Government Testing Laboratory facility will be located about ¼ mile south of the Auxiliary Dam.

Review of the project General Civil Notes (sheet C-002) and Conceptual Site Layout (sheet C-

120) shows the proposed facility will consist of the following features:

Approximate 4,200 square foot (sf) prefabricated Government Testing Laboratory building with canopy overhangs on two sides

10,000 sf concrete pad for use as a sample handling/processing area. The concrete pad is proposed to be a minimum 6 inches thick on compacted aggregate base course sloping two percent maximum with 12 foot maximum control joints.

12,000 sf aggregate-surface course finish pavement for use as sample storage area and parking stalls (four stalls measuring 10 feet by 20 feet each)

Two canopy overhangs

Concrete dumpster pad

Settling/retention basin

Sanitary sewer underground holding tank

2.0 SITE DESCRIPTION

Representatives from Soil Design Section, Sacramento District, US Army Corps of Engineers

(USACE) visited the site on 8-Sept-16 through 9-Sept-16. At the time of the visit, the site contained a moderate growth of grass and volunteer weeds with debris and remnants from a former recreational vehicle park. An abandoned flatbed trailer, debris consisting of wood, concrete, and steel, as well as several large rubber tires were observed at the site. A wood-framed structure which is likely a former bathroom facility was observed in the southwestern corner of the property. Mature trees were observed along the northern and western portions of the property. The General Civil Notes indicate that there is no known existing sanitary sewer disposal system (septic system) within the project boundaries, and our visual surface observations of the site did not reveal any such structures.

The site is bordered to the north by Eva Avenue, beyond which are the remnants of a former recreational vehicle park; to the southeast by State Highway 178, beyond which is Lake Isabella

Boulevard; and, to the west by Borel Canal, which supplies water to a powerhouse approximately 5 miles southwest of the site, beyond which is open land. Borel Canal was dry during the site visit and has been dry for approximately three years. Chain link fencing bordered the property on all sides, with a locking gate in the northeast corner of the site.

3.0 BACKGROUND

The Isabella Dam consists of two earth embankment structures: the Main Dam built across the

Kern River and the eastern adjacent Auxiliary Dam built across Hot Spring Valley. Current remediation measures are required for both dams to address seepage, seismic, and hydrologic

(overtopping) deficiencies. The remediation measures include raising both dams vertically 16 feet, constructing a stabilizing buttress at the Auxiliary Dam, installing full-height filler and drains at both dams, and construction of a new emergency spillway with accompanying concrete labyrinth weir. A Government Testing Laboratory building will be necessary to perform an extensive amount of laboratory testing on earth and rock fill placement as well as concrete materials.

4.0 FINDINGS

4.1 Site Geology

Isabella Dam is located in the southern part of the Sierra Nevada geomorphic province, which lies between the Basin and Range geomorphic province to the east, the Great Valley province to the west, and the Mojave Desert province to the south. The Sierra Nevada forms a mountain chain that is more than 400 miles (644 km) long and nearly 60 miles (97 km) wide. It is composed primarily of granitic rocks of late Mesozoic age, with isolated remnants of metamorphic and volcanic rocks. Geologic evidence suggests that the mountains were formed within the past 9 to 10 million years by uplift along normal faults along the western margins of the Basin and Range geomorphic province (Harden 2004). Rocks in the immediate vicinity of the dam include Mesozoic-aged metavolcanic rocks and late Cretaceous-aged granite to the west and late Cretaceous granite to the east (Ross 1986). These bedrock units are overlain at the dam site by alluvium associated with the Kern River and alluvial fan deposits associated with ephemeral streams that drain the hills east of the dam and colluvium developing on the east facing slope of the ridge on the right abutment of the dam.

The Kern Canyon fault is a very steeply dipping 87-mile (140-km) long north-trending fault that extends under the right abutment of the Auxiliary Dam. This fault exhibits about 9 miles (14

km) of right-lateral offset of bedrock units near Isabella Dam, a characteristic that has been interpreted to have occurred within the past approximately 80 to 90 million years (Ma), which was contemporaneous with the emplacement of plutons in the Sierra Nevada (Ross 1986). Later faulting events are interpreted to be a result of Basin and Range–style extension (Busby-Spera and Saleeby 1990). The most recent faulting events on the Kern Canyon fault have occurred as recently as 5 thousand years ago (ka) and possibly later (URS 2007). The fault zone at the

Auxiliary Dam is approximately 950 feet wide and forms the wall of the valley and part of the ridge south of Engineer Point. The fault juxtaposes metamorphic rocks, quartz dikes, sheared granite, and limestone on its western side with granite on its eastern side, where the alluvial fan sediments are deposited.

The Auxiliary Dam foundation consists of Quaternary age (less than 1.6 Ma) alluvial fan deposits overlying granitic bedrock everywhere except in the Kern Canyon fault zone, where metamorphic rocks and colluvium are present. The source of the alluvial fans is sediment eroded from the hills to the east of the valley that is underlain by Late Cretaceous Kern River granite

(Ross 1986). Several alluvial fans extend from east to west across the valley to the ridge where the Kern Canyon fault underlies the right abutment of the Auxiliary Dam. Bedrock is close to the original ground surface under the right abutment and crops out on the hills to the west of the valley. Beneath the dam near the center of the valley, the top of bedrock is encountered at depths to 140 feet below the pre-construction ground surface (about elevation 2,430 feet). The alluvial fan deposits are poorly sorted and formed through episodic depositional events, such as sheet floods and debris flows (Galloway 1983). It is likely that the deposition in Hot Spring Valley and the South Fork Kern River Valley is at least partially due to aggradation upstream of the uplifted west side of the Kern Canyon fault. Numerous similar but smaller scale alluvial sediment accumulations are present north and south of the Auxiliary Dam along the fault (URS et al., 2010).

The proposed Government Testing Lab site is situated on Quaternary Alluvium deposits according to the Geologic map of California: Bakersfield sheet (California Division of Mines and Geology, Smith, A.R., 1964).

4.2 Soil Explorations

Five exploratory test pits (4F-16-01, -02, -03, -04, and -05) were excavated on 8-Sept-16 utilizing a John Deere 310SJ backhoe with 36-inch auger bucket to a maximum explored depth of 8½ feet below the existing ground surface. Practical refusal did not occur in the test pits performed during this exploration. Disturbed soil samples were collected from the excavated test pits, visually classified, and retained in sealed plastic bags. The test pit locations can be found in the attached Conceptual Site Layout (Plate 1).

The dominant soil type encountered during the soil investigation consisted of a silty sand

(Unified Soil Classification System: SM) containing about 75 to 80% fine to coarse angular sand with about 15 to 20% non- to low-plastic fines. Minor amounts (less than 5%) of angular, fine to coarse gravel were also observed in the collected soil samples. Relatively hard digging occurred from roughly 2½ to 3 feet, and was followed by easy digging in the underlying soil in exploratory test pits 4F-16-01, -02, and -03. In test pits 4F-16-04 and -05, relatively easier digging from roughly 2½ to 4 feet below the ground surface underlain by harder digging was encountered. The moisture condition of the soil was moist with general increasing moisture content as vertical depth increased. A description of each soil encountered at the test pit excavations is provided in Plates 2 through 6.

4.3 Groundwater

Free groundwater was not encountered within the test pits performed on 8-Sept-16 to the maximum explored depth of 8½ feet below site grades.

5.0 CONCLUSIONS

The following geotechnical engineering conclusions are based on the evaluation of the subsurface conditions identified at the subject site and on the past performance of the Lake

Isabella area. These conclusions are based on engineering judgment which is guided strongly by experience in the local region and knowledge of the local soils.

5.1 Bearing Capacity

Field explorations indicate the surface and near-surface undisturbed soils and engineered fill composed of native soils or approved imported soils which are processed, placed, and compacted in accordance with the recommendations of this report will be capable of supporting the proposed laboratory facility and aggregate-surface course pavements. Thorough recompaction of the upper soils that have been disturbed by previous site activities will be important to providing uniform support for the planned facility.

5.2 Excavation Conditions

The harder digging soils encountered during test pit explorations will be slower to excavate and require increased effort. Shallow excavations less than five feet in depth should stand at a near-vertical inclination for short periods of time required for utility construction. Sloughing may occur if the soils are saturated, or where zones of clean, cohesionless, sands are encountered, and subjected to construction vibrations or allowed to dry significantly. Excavations deeper than five feet that will be entered by workers will require shoring, bracing, or sloped excavations conforming to USACE Engineer Manual 385-1-1 and California Occupational Safety and Health

Administration (OSHA) standards.

5.3 Soil Expansion Potential and Pavement Subgrade Quality

Field exploration and visual classification of the surface and near-surface soils indicate these materials are essentially granular and possess a minor amount of fine material. Mitigation measures to reduce the effects of expansion pressures caused by moisture variations within fine grain soils should not be necessary for development at this site. The pavement subgrade quality can also be treated as granular in nature.

5.4 Soil Suitability for Use in Fill Construction

The on-site soils encountered in our test pit excavations are suitable for use as engineered fill, provided these materials do not contain organics, rubble and other deleterious material, and are moisture-conditioned to achieve the required degree of compaction.

5.5 Groundwater

Groundwater was not encountered to the maximum explored 8½ foot depth of the test pits performed for this investigation, and a permanent groundwater table should not be a significant factor in site development. It is important to note, however, that the presence of groundwater and/or perched water levels, above and below ground, can vary significantly as the result seasonal changes and variations in precipitation. Furthermore, the adjacent Borel Canal was dry at the time the test pits were excavated. Groundwater level at the site will likely increase when the Borel Canal is full of water, especially at locations on the western side of the site closest to the canal. Groundwater may be encountered during construction and may require interception, cutoff in foundation designs, and/or standard sump pit and pumping procedures to control localized groundwater seepage into excavations.

6.0 RECOMMENDATIONS

The site is essentially level with little topographic relief across the property; therefore, maximum excavations and fills on the order of one to three feet for development of the property (excluding the detention basin) should be expected. The recommendations in this report are based upon this assumption.

In addition, the recommendations presented below are appropriate for typical construction in the late spring through fall months. The on-site soils likely will be saturated by rainfall in the winter and early spring months, and will not be compactable without drying by aeration or the addition of quicklime (or a similar product) to dry the soils.

6.1 Site Clearing and Preparation

Initially, clear the site of existing structures designated for removal as shown in the Contract, including, but not limited to: concrete slabs, foundations, and underground structures; resulting demolition debris; trees and bushes, including root systems; any other on-site debris; and, any utilities to be relocated or abandoned within areas to be developed. When removing trees, remove the rootball and all surface roots larger than ½-inch in diameter. Although not anticipated, any domestic and agricultural wells are to be identified and abandoned in conformance with the requirements of the State of California and Kern County.

Following removal of foundations, slabs, and any other existing structural improvements, excavate all disturbed soil from the demolition operations to expose firm native soils. Restore grades with engineered fill placed in accordance with the recommendations in this report.

Following clearing operations, strip remaining surface vegetation and organically contaminated topsoil to a minimum depth of six inches. Strippings may be stockpiled for later use or disposed of off-site. Do not reuse strippings for general fill construction. Strippings may be used in landscaped areas, provided they are kept at least five feet from any structure, including adjacent flatwork and pavements, and are moisture conditioned and receive compacted effort. Discing operations, if approved, must be continuous until the organics are adequately mixed into the surface soils to provide a compactible mixture of soil containing minor amounts of organics.

Pockets or concentrations of organics are not be allowed.

Following site clearing and stripping (and discing if applicable) operations, scarify the surface of areas to received fill, for both at-grade areas or excavation areas, to a depth of at least eight inches, moisture condition to at least the optimum moisture content, and compact to not less than

90 percent of the maximum dry density as determined by American Society for Testing and

Materials (ASTM) D 1557.

6.2 Engineered Fill Construction

Place engineered fill in lifts that do not exceed six inches in compacted thickness. Engineered fills are to be uniformly moisture conditioned to at least the optimum moisture content and compacted to at least 90 percent of the ASTM D 1557 maximum dry density.

6.2.1 Fill Suitability

On-site soils are considered suitable for use in engineered fill construction if they do not contain significant concentrations of organics, rubble, or debris. Imported fill materials, if required, must be non-expansive, granular materials with non-plastic fines. No particles greater than three-inches in maximum dimension are acceptable for use in any fill. Perform qualification testing to determine suitability of potential import material, and submit results to the Contracting Officer.

Contracting Officer’s approval is required before import fill is brought to the site. Additionally, the contractor must provide adequate documentation that the imported materials do not contain known contaminants and are within acceptable corrosion limits.

6.2.2 Foundation Subgrade

Uniformly compact the upper six inches of foundation footing and slab subgrade, including subgrades under aggregate-surface course finish pavements, to at least 95 percent of the ASTM

D 1557 maximum dry density at a moisture content of at least the optimum moisture. The compacted subgrade must be stable under construction traffic prior to placement of aggregate.

Final pavement subgrade processing and compaction is to be performed just prior to placement of aggregate, after construction of underground utilities is complete. Maintain the moisture content of the subgrade soils until covered by aggregate.

6.2.3 Pavement Subgrade

Uniformly compact the upper six inches of final pavement subgrade, including subgrades under aggregate-surface course finish pavements, to at least 95 percent of the ASTM D 1557 maximum dry density at a moisture content of at least the optimum moisture. The compacted subgrade must be stable under construction traffic prior to placement of aggregate. Final pavement subgrade processing and compaction is to be performed just prior to placement of aggregate, after construction of underground utilities is complete. Maintain the moisture content of the subgrade soils until covered by aggregate.

6.2.4 Excavation Requirements

Construct permanent excavation and fill slopes no steeper than two horizontal to one vertical

(2H:1V), and vegetate as soon as practical following grading to minimize erosion. Slopes are to be over-built and trimmed to design lines and grades.

6.3 Detention Basin

Excavation for the detention basin will likely encounter granular soils, although clay soils could potentially be encountered near the bottom of the basin. The final design depth may reveal soil types not encountered in the exploration trenches. Conventional excavation equipment will be suitable for excavation and construction of the basin. Construct the side slopes for the basin no steeper that three horizontal to one vertical (3H:1V). Following excavation, track-walk slopes with a dozer, Caterpillar D-6-size or equivalent, to improve the density of the soil and reduce erosion risk. Groundwater could possibly be encountered during excavation of the Detention

Basin if the adjacent Borel Canal is in operation.

6.4 Utility Trench Backfill

Place bedding of utilities and initial backfill around and over the pipe in accordance with the manufacturer’s recommendations for the pipe materials selected, and applicable Kern County

Standards.

Place only native fill as backfill utility trenches. Place utility trench backfill in maximum 8-inch loose lifts, moisture condition to at least the optimum moisture content, and mechanically compact to at least 90 percent of the maximum dry density as determined by ASTM D 1557.

Increase to 95 percent of ASTM D 1557 for fill placed within the upper six inches of pavement areas, including aggregate-surface course finish pavements.

Place all underground utility trenches that are aligned nearly parallel with foundations at least three feet from the outer edge of foundations, wherever possible. Construct no trenches into the zone extending outward at a one horizontal to one vertical (1H:1V) inclination below the bottom of the foundations. Additionally, for trenches parallel to existing foundations, leave no trench open for longer than 72 hours. The intent of these recommendations is to prevent loss of both lateral and vertical support of foundations, resulting in possible settlement.

6.5 Foundation Design

Support the proposed pre-engineered metal building upon continuous and/or isolated spread foundations that extend at least 12 inches into the compacted building pad, as measured from lowest adjacent soil grade. For this project, the building pad subgrade is defined as the soil surface on which capillary break gravel is placed. Use a continuous, reinforced foundation for the perimeter of the structure to act as a “cut-off” to help minimize moisture infiltration and variations beneath the interior slab-on-grade areas of the structures. Continuous foundations are to be at least 12 inches wide; isolated spread foundations are to maintain a minimum 24-inch dimension.

Reinforce all foundations adequately to provide structural continuity, mitigate cracking, and permit spanning of local soil irregularities. The structural engineer is to determine final foundation dimensions and reinforcing requirements.

Maximum allowable bearing pressure for foundations bearing on recompacted native soils, engineered fill, or a combination of these materials is 3000 psf for dead load plus live loads, or

4000 psf for all loads, including wind or seismic forces. The weight of foundation concrete extending below lowest adjacent soil grade may be disregarded in sizing computations.

The allowable friction factor for lateral resistance of foundations is 0.30 which may be multiplied by the vertical load on the foundation. Additional lateral resistance may be assumed to develop against the vertical face of the foundations and may be computed using a "passive" equivalent fluid pressure of 300 psf per foot of depth. Do not add these two modes of resistance unless the frictional component is reduced by 50 percent since full mobilization of the passive resistance requires some horizontal movement, which significantly diminishes the frictional resistance.

Based on local experience, shallow foundations constructed in accordance with the recommendations of this report could experience maximum total settlements on the order of 1-inch and maximum differential settlements on the order of ½-inch over 50 lineal feet.

6.6 Interior Floor Slab Support

Interior concrete slab-on-grade floors can be suitably supported upon the soil subgrade prepared in accordance with the recommendations in this report and maintained in that condition

(optimum moisture). As a minimum, the slab must be at least six inches thick for the prefabricated laboratory building and contain reinforcing at mid-slab. Final slab thickness and reinforcement must be provided by the structural engineer based upon the anticipated floor loads.

Temporary loads exerted during construction also must be considered in the design thickness and reinforcement of interior slabs. Proper and consistent location of the reinforcement at mid-slab is essential to its performance. The risk of uncontrolled shrinkage cracking is increased if the reinforcement is not properly located within the slab.

Floor slabs must be underlain by a layer of free-draining crushed rock, serving as a deterrent to migration of capillary moisture. The rock layer must be at least four inches thick and graded such that 100 percent passes a one-inch sieve and none passes a No. 4 sieve. Additional moisture protection may be provided by placing a water vapor retarder membrane (at least 10-mils thick) directly over the crushed rock. The plastic water vapor retarder is to meet or exceed the minimum specifications outlined in ASTM E 1745, and be installed in strict conformance with the manufacturer’s recommendations.

Floor slab construction over the past 25 years or more has included placement of a thin layer of sand over the vapor retarder membrane. The intent of the sand is to aid in the proper curing of the slab concrete. However, recent debate over excessive moisture vapor emissions from floor slabs includes concern for water trapped within the sand. As a consequence, the use of the sand layer is optional and the final determination must be made by the structural engineer. The concrete curing benefits are to be weighed against efforts to reduce slab moisture vapor transmission.

For increased support for heavily loaded slab-on-grade floors or slabs subjected to fork lift traffic, slabs are to be underlain by at least six inches of Class 2 aggregate base compacted to 95 percent of the maximum dry density as determined by ASTM D1557 test method. A durable vapor retarder (minimum 10-mil) could be placed beneath the aggregate base, if desired to minimize moisture vapor migration through the slab. Slab thickness and reinforcement are to be determined by the structural engineer based on anticipated slab loads.

6.7 Floor Slab Moisture Penetration Resistance

It is considered likely that floor slab subgrade soils will become saturated at some time during the life of the structure. This is a certainty when slabs are constructed during the wet season, when the subgrade soils are saturated prior to slab construction and when constantly wet ground or poor drainage conditions exist adjacent to structures. For this reason, it is to be assumed that interior slabs, particularly those intended for moisture-sensitive floor coverings or materials, require protection against moisture or moisture vapor penetration. Standard practice includes the rock, plastic membrane, and sand as suggested above. However, the rock and plastic membrane offer only a limited, first line of defense against soil-related moisture. Recommendations contained in this report concerning foundation and floor slab design are presented as minimum requirements only from the geotechnical engineering standpoint.

It is emphasized that the use of sub-slab gravel or aggregate base and sheet plastic membrane will not "moisture proof" the slab, nor does it assure that slab moisture transmission levels will prevent damage to floor coverings or other building components. They simply offer a first line of defense against soil related moisture. If increased protection against moisture vapor penetration of slabs is desired, a concrete moisture protection specialist is to be consulted. The design team is to consider all available measures for slab moisture protection. It is commonly accepted that maintaining the lowest practical water-cement ratio in the slab concrete is one of the most effective ways to reduce future moisture vapor penetration of the completed slabs.

6.8 Exterior Flatwork

Soil subgrades supporting exterior concrete flatwork (i.e., sidewalks, patios, etc.) are to be moisture conditioned to at least the optimum moisture content and uniformly compacted to not less than 95 percent of the ASTM D 1557 maximum dry density, prior to the placement of the concrete. Proper moisture conditioning of the subgrade soils is considered essential to the performance of exterior flatwork. Expansion joints allow for minor vertical movement of the flatwork and are to be constructed independent of the perimeter building foundation and isolated column foundations by the placement of a layer of felt material between the flatwork and the foundation.

Areas adjacent to new exterior flatwork are to be landscaped to maintain more uniform soil moisture conditions adjacent to and under the flatwork. Final landscaping plans are not to allow fallow ground adjacent to exterior concrete flatwork.

Practices recommended by the Portland Cement Association for proper placement, curing, joint depth and spacing, construction, and placement of concrete are to be followed during exterior concrete flatwork construction.

6.9 Pavement Design

6.9.1 Design R-Value

Based on local experience, evaluation of the subsurface conditions identified at the subject site, and on the past performance of the Lake Isabella area, pavements for the project are to be designed using a Resistance (“R”) -Value of 20.

6.9.2 Pavements without AC or PCC Wearing Course

The Conceptual Site Plan depicts the pavement areas will utilize a six inch gravel surface without an asphalt concrete or Portland cement concrete wearing surface. Prior to placement of the gravel surface, the soil subgrade is to be scarified to at least six inches, moisture conditioned to at least the optimum moisture content, and compacted to not less than 95 percent of ASTM D

1557 maximum dry density.

6.10 Site Drainage

The site is to be graded to provide positive drainage of surface water away from the structures and prevent ponding of water adjacent to foundations. The grades adjacent to the structure are to be sloped away from foundations at a minimum two percent for a distance of at least five feet.

All roof downspouts are to be connected to solid drainage pipes that convey water away from the buildings to available drainage features, or discharging downspouts onto flatwork surfaces that slope away from structure.

7.0 LIMITATIONS

These recommendations are based upon the information provided regarding the proposed project, combined with analysis of site conditions revealed by the field exploration program.

Engineering judgment has been based upon the information provided and the data generated from this investigation at the exploration locations for the subject site. This report has been prepared in substantial compliance with generally accepted geotechnical engineering practices that exist in the area of the project at the time the report was prepared.

If the proposed construction is modified or re-sited, or if it is found during construction that the subsurface conditions differ from those encountered at the test pit locations, the new information or changed conditions must be reviewed by Soil Design to determine if the conclusions and recommendations must be modified.

This report is only applicable to the proposed construction and the investigated site, and not be utilized for construction on any other site.

8.0 REFERENCES

Busby-Spera, C.J., and J.B. Saleeby. 1990. Intra-Arc Strike-Slip Fault Exposed at Batholithic

Levels in the Southern Sierra Nevada. Geology 18(3): 255–259.

Galloway, W.E., and D.K. Hobday. 1983. Terrigenous Clastic Depositional Systems.

Harden, D.R., 2004, California Geology, Pearson Education, Inc.

Ross, D.C., 1986. Basement-Rock Correlations Across the White Wolf-Breckenridge-Southern

Kern Canyon Fault Zone, Southern Sierra Nevada, California, U.S. Geological Survey

Bulletin 1651, 25 pp.

Smith, A.R. Geologic Map of California: Bakersfield Sheet. California Division of Mines and

Geology, 1964.

URS (URS Corporation). 2007. Quaternary Fault Study of the Rincon \section of the Kern

Canyon Fault, California. U.S. Army Corps of Engineers, Sacramento, California.

URS, et al. 2010. Seismic Hazard Characterization of the Kern Canyon Fault for the Isabella

Project Dams, Kern and Tulare Counties, California. Prepared for the United States

Army Corps of Engineers Sacramento District, May 24.

PLATES

AutoCAD SHX Text 4F-16-04

AutoCAD SHX Text 4F-16-03

AutoCAD SHX Text 4F-16-02

AutoCAD SHX Text 4F-16-01

AutoCAD SHX Text 4F-16-05

AutoCAD SHX Text OTHER NOTES 1. DRAWING ADAPTED FROM SHEET C-120 (25 AUG 2015) OF: DRAWING ADAPTED FROM SHEET C-120 (25 AUG 2015) OF: ISABELLA LAKE DAM ISABELLA LAKE DAM DAM SAFETY MODIFICATION PROJECT - PHASE II GOVERNMENT TESTING LABORATORY GOVERNMENT TESTING LABORATORY CONCEPTUAL SITE LAYOUT 2.

AutoCAD SHX Text GENERAL NOTES 1. SEE ADDITIONAL CIVIL NOTES ON C-002 SEE ADDITIONAL CIVIL NOTES ON C-002 2. SITE LAYOUT ON THIS SHEET IS CONCEPTUAL IN NATURE. SITE LAYOUT ON THIS SHEET IS CONCEPTUAL IN NATURE. CONTRACTOR IS RESPONSIBLE FOR THE FINAL SITE LAYOUT BASED ON THE FINAL BUILDING SIZES/FOOTPRINTS. THE FINAL SITE LAYOUT SHALL COMPLY TO THE LOCAL AND STATE BUILDING CODES, FIRE CODES, AND THE REQUIREMENTS OF AMERICANS WITH DISABILITIES ACT (ADA) AND ARCHITECTURAL BARRIERS ACT (ABA). 3. SEE SITE TOPOGRAPHY MAPS (V SHEETS) FOR THE EXISTING SITE FEATURES SEE SITE TOPOGRAPHY MAPS (V SHEETS) FOR THE EXISTING SITE FEATURES WITHIN THE BOUNDARY OF TEMPORARY FACILITIES. ALL EXISTING SITE STRUCTURES AND UTILITIES WITHIN THE TEMPORARY FACILITY BOUNDARY MUST BE REMOVED UNLESS OTHERWISE NOTED. 4. SEE ARCHITECTURAL PLANS FOR BUILDING/STRUCTURAL REQUIREMENTS. SEE ARCHITECTURAL PLANS FOR BUILDING/STRUCTURAL REQUIREMENTS. 5. EXISTING ROAD/PAVEMENT TO REMAIN.EXISTING ROAD/PAVEMENT TO REMAIN.

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APPROXIMATE TEST PIT LOCATION (NTS)

AutoCAD SHX Text KEY NOTES 1. GOVERNMENT TESTING LABORATORY (GTL) BUILDING WITH OVERHANG CANOPIES ON GOVERNMENT TESTING LABORATORY (GTL) BUILDING WITH OVERHANG CANOPIES ON TWO SIDES. SEE ARCHITECTURAL PLAN. 2. GTL PARKING (4 OVERSIZED STALLS, 10'X20') WITH WHEEL STOPS. GTL PARKING (4 OVERSIZED STALLS, 10'X20') WITH WHEEL STOPS. 3. GTL SAMPLE STORAGE AREA, APPROXIMATELY 12,000 SF WITH AGGREGATE GTL SAMPLE STORAGE AREA, APPROXIMATELY 12,000 SF WITH AGGREGATE SURFACE COURSE FINISH/PAVEMENT. 4. GTL SAMPLE HANDLING/PROCESSING AREA, 100'X100' CONCRETE PAD, MIN. 6" GTL SAMPLE HANDLING/PROCESSING AREA, 100'X100' CONCRETE PAD, MIN. 6" THICK ON COMPACTED AGGREGATE BASE COURSE (ABC) AS SPECIFIED IN THE SPECIFICATIONS FOR PAVEMENTS. CONCRETE PAD TO BE SLOPED TO DRAIN WITH (2% MAX). PROVIDE CONSTRUCTION/CONTROL JOINTS SPACED AT 12' MAXIMUM, EACH DIRECTION. 5. EDGE OF CANOPY OVERHANG (SEE CONCEPTUAL ARCHITECTURAL PLANS), EDGE OF CANOPY OVERHANG (SEE CONCEPTUAL ARCHITECTURAL PLANS), CONCRETE PAD UNDER CANOPY OVERHANG TO BE SLOPED AWAY FROM THE BUILDING AT 2%, STARTING 0.5" BELOW THE FINISH FLOOR AT DOOR OPENINGS, PROVIDE RAISED CURB/STEMWALL ALONG THE EDGES OF BUILDING PAD/SLAB AS REQUIRED FOR EXTERIOR WALL SIDINGS. 6. SETTLING/RETENTION BASIN FOR RUNOFF FROM CONCRETE PAD AND STORAGE PAD SETTLING/RETENTION BASIN FOR RUNOFF FROM CONCRETE PAD AND STORAGE PAD (LOCATION/SIZE/GRADING TO BE DETERMINED BY CONTRACTOR) 7. NEW PERIMETER CHAIN-LINK SECURITY FENCE AROUND THE GTL FACILITY NEW PERIMETER CHAIN-LINK SECURITY FENCE AROUND THE GTL FACILITY (REPLACEMENT OF EXISTING FENCE). SECURITY FENCE TO BE 6' TALL WITH SINGLE OUTRIGGER ARM WITH 3-STRAND BARBWIRE. PROVIDE LOCKABLE GATES AT THE LOCATIONS AS INDICATED. 8. CONCRETE DUMPSTER PAD WITH 6" HIGH CURBS ALONG THE SIDE/BACK EDGES. CONCRETE DUMPSTER PAD WITH 6" HIGH CURBS ALONG THE SIDE/BACK EDGES. 9. EXISTING WATER. POINT OF CONNECTION FOR NEW WATER SERVICE TO THE EXISTING WATER. POINT OF CONNECTION FOR NEW WATER SERVICE TO THE FACILITY. SEE SHEET C-130 FOR THE EXISTING WATER LINES ON THE SITE. 10. SANITARY SEWER UNDERGROUND HOLDING TANK. SIZE AND LOCATION TO BE SANITARY SEWER UNDERGROUND HOLDING TANK. SIZE AND LOCATION TO BE DETERMINED BY THE CONTRACTOR. 11. PROVIDE DRAINAGE SWALE AS REQUIRED. KEEP LOCAL STORM RUNOFF FROM PROVIDE DRAINAGE SWALE AS REQUIRED. KEEP LOCAL STORM RUNOFF FROM FLOWING THRU THE MATERIAL STORAGE AREA AND PROCESSING PAD.

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150 (FEET)

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(DIMENSIONS SHOWN ON THIS SHEET ARE IN FEET UNLESS OTHERWISE NOTED)

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GRAPHIC SCALE

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DEPARTMENT OF THE ARMY

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SACRAMENTO DISTRICT

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CORPS OF ENGINEERS

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SACRAMENTO, CALIFORNIA

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DATE:

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SCALE:

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KERN COUNTY

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CALIFORNIA

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ISABELLA LAKE DAM

AutoCAD SHX Text

DAM SAFETY MODIFICATION PROJECT - PHASE II

AutoCAD SHX Text

GOVERNMENT TESTING LABORATORY

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CONCEPTUAL SITE LAYOUT

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31 OCT 2016

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AS SHOWN

PLATE 1

4 F - 16 - 01

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N 35%%D 38' 15.2"; W 118%%D 28' 9.8" (NAD 83)

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LENGTH

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DEPTH

AutoCAD SHX Text SILTY SAND, SM; Dark Brown; Dry; About 80% fine Dark Brown; Dry; About 80% fine to coarse angular sand, about 5% angular fine gravel max size ", about 15% Non to Low Plastic 38", about 15% Non to Low Plastic fines; No Odor; No Reaction with HCL.

AutoCAD SHX Text Test pit performed 08 September 2016

AutoCAD SHX Text No water present on 08 September 2016

AutoCAD SHX Text 3.0

AutoCAD SHX Text 6.0

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AutoCAD SHX Text 12.0

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AutoCAD SHX Text 14.0

AutoCAD SHX Text 16.0

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AutoCAD SHX Text 20.0

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SM

AutoCAD SHX Text Hard Digging

AutoCAD SHX Text Easy Digging

AutoCAD SHX Text Hard Digging

AutoCAD SHX Text

SM

AutoCAD SHX Text

SM

AutoCAD SHX Text B.O.T. = 8'

AutoCAD SHX Text 10.0

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AutoCAD SHX Text 8.0

AutoCAD SHX Text 8.0

AutoCAD SHX Text SILTY SAND, SM; Yellowish Brown; Dry; About 80% Yellowish Brown; Dry; About 80% fine to coarse angular sand, about 5% angular fine gravel max size ", about 15% Non to Low Plastic 38", about 15% Non to Low Plastic fines. ; No Odor; No Reaction with HCL.

AutoCAD SHX Text SILTY SAND, SM; Yellowish Brown; Dry; About 85% Yellowish Brown; Dry; About 85% fine to coarse angular sand, about 15% Non to Low Plastic fines. ; No Odor; No Reaction with HCL.

AutoCAD SHX Text Sample FS-1 (zip lock bag)

AutoCAD SHX Text collected from this layer

AutoCAD SHX Text Sample FS-2 (zip lock bag)

AutoCAD SHX Text collected from this layer

AutoCAD SHX Text Sample FS-3 (zip lock bag)

AutoCAD SHX Text collected from this layer

AutoCAD SHX Text

TRENCH ORIENTATION: N 45%%D E

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%%UN O T E S%%U :

AutoCAD SHX Text 1.

AutoCAD SHX Text This drawing is to be used only for approximate location of explorations and description of subsurface

AutoCAD SHX Text conditions.

AutoCAD SHX Text 2.

AutoCAD SHX Text Soil classifications and descriptions are based on field log descriptions in accordance with ASTM D 2488

AutoCAD SHX Text ("Description and Identifications of Soils, Visual-Manual Procedure").

AutoCAD SHX Text 3.

AutoCAD SHX Text All explorations were performed on 08 September 2016 by Jacob Severns under the supervision of geotechnical engineers Joseph Waltz, P.E.

AutoCAD SHX Text 5.

AutoCAD SHX Text Groundwater was not encountered at the time of explorations; however, groundwater levels can be ex-

AutoCAD SHX Text pected to fluctuate in response to rainfall variations, particularly in the vicinity of site drainage features.

AutoCAD SHX Text 6.

AutoCAD SHX Text Depending on the soil moisture at the time of construction, the soil encountered may be unstable or

AutoCAD SHX Text potentially unstable. The probability of unstable conditions is highest when the soil moisture is greatest.

AutoCAD SHX Text 7.

AutoCAD SHX Text All percentages of fines, sand and gravel, in field descriptions, are approximate.

AutoCAD SHX Text and Henri Mulder, P.E. with the US Army Corps of Engineers, Sacramento District utilizing a Deere 310SJ backhoe with a 36-inch Bucket w/ Single

AutoCAD SHX Text 8.

AutoCAD SHX Text Cobbles and boulders (+3-inch sieve) are not considered in ASTM D-2488.

AutoCAD SHX Text Percentages in field descriptions for cobbles and boulders are field estimates by volume (not weight).

AutoCAD SHX Text 9.

AutoCAD SHX Text Cobble and boulder site material were selectively excluded from field sample.

AutoCAD SHX Text 4.

AutoCAD SHX Text Exploration coordinates are in the NAD 83 coordinate system, recorded on a GPSMAP 60Cx

AutoCAD SHX Text Pt, Tiger Teeth.

AutoCAD SHX Text handheld GPS unit.

AutoCAD SHX Text 10.

AutoCAD SHX Text Trench locations are approximate and are not to scale.

AutoCAD SHX Text

DEPARTMENT OF THE ARMY

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SACRAMENTO DISTRICT

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CORPS OF ENGINEERS

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SACRAMENTO, CALIFORNIA

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DATE:

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SCALE:

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KERN COUNTY

AutoCAD SHX Text

CALIFORNIA

AutoCAD SHX Text

ISABELLA LAKE DAM

AutoCAD SHX Text

DAM SAFETY MODIFICATION PROJECT - PHASE II

AutoCAD SHX Text

GOVERNMENT TESTING LABORATORY

AutoCAD SHX Text

TEST PIT LOGS

AutoCAD SHX Text 4F-16-01

AutoCAD SHX Text

31 OCT 2016

AutoCAD SHX Text

AS SHOWN

PLATE 2

4 F - 16 - 02

AutoCAD SHX Text

N 35%%D 38' 15.8"; W 118%%D 28' 9.1" (NAD 83)

AutoCAD SHX Text

DEPTH

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LENGTH

AutoCAD SHX Text 2.4

AutoCAD SHX Text 6.0

AutoCAD SHX Text 8.0

AutoCAD SHX Text 2.0

AutoCAD SHX Text 4.0

AutoCAD SHX Text 6.0

AutoCAD SHX Text 8.0

AutoCAD SHX Text B.O.T. = 7.3'

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AutoCAD SHX Text 10.5

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SM

AutoCAD SHX Text 7.3

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AutoCAD SHX Text

AutoCAD SHX Text 2.4

AutoCAD SHX Text 7.3

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SM

AutoCAD SHX Text Very Hard Digging

AutoCAD SHX Text Easy Digging

AutoCAD SHX Text Test pit performed 08 September 2016

AutoCAD SHX Text No water present on 08 September 2016

AutoCAD SHX Text SILTY SAND, SM; Brown; Dry; About 85% fine to Brown; Dry; About 85% fine to coarse angular sand, about 15% Non Plastic fines; No Odor; No Reaction with HCL.

AutoCAD SHX Text SILTY SAND, SM; Yellowish Brown; Dry; About 85% Yellowish Brown; Dry; About 85% fine to coarse angular sand, about 15% Non Plastic fines; No Odor; No Reaction with HCL.

AutoCAD SHX Text

TRENCH ORIENTATION: S 33%%D E

AutoCAD SHX Text

%%UN O T E S%%U :

AutoCAD SHX Text 1.

AutoCAD SHX Text This drawing is to be used only for approximate location of explorations and description of subsurface

AutoCAD SHX Text conditions.

AutoCAD SHX Text 2.

AutoCAD SHX Text Soil classifications and descriptions are based on field log descriptions in accordance with ASTM D 2488

AutoCAD SHX Text ("Description and Identifications of Soils, Visual-Manual Procedure").

AutoCAD SHX Text 3.

AutoCAD SHX Text All explorations were performed on 08 September 2016 by Jacob Severns under the supervision of geotechnical engineers Joseph Waltz, P.E.

AutoCAD SHX Text 5.

AutoCAD SHX Text Groundwater was not encountered at the time of explorations; however, groundwater levels can be ex-

AutoCAD SHX Text pected to fluctuate in response to rainfall variations, particularly in the vicinity of site drainage features.

AutoCAD SHX Text 6.

AutoCAD SHX Text Depending on the soil moisture at the time of construction, the soil encountered may be unstable or

AutoCAD SHX Text potentially unstable. The probability of unstable conditions is highest when the soil moisture is greatest.

AutoCAD SHX Text 7.

AutoCAD SHX Text All percentages of fines, sand and gravel, in field descriptions, are approximate.

AutoCAD SHX Text and Henri Mulder, P.E. with the US Army Corps of Engineers, Sacramento District utilizing a Deere 310SJ backhoe with a 36-inch Bucket w/ Single

AutoCAD SHX Text 8.

AutoCAD SHX Text Cobbles and boulders (+3-inch sieve) are not considered in ASTM D-2488.

AutoCAD SHX Text Percentages in field descriptions for cobbles and boulders are field estimates by volume (not weight).

AutoCAD SHX Text 9.

AutoCAD SHX Text Cobble and boulder site material were selectively excluded from field sample.

AutoCAD SHX Text 4.

AutoCAD SHX Text Exploration coordinates are in the NAD 83 coordinate system, recorded on a GPSMAP 60Cx

AutoCAD SHX Text Pt, Tiger Teeth.

AutoCAD SHX Text handheld GPS unit.

AutoCAD SHX Text 10.

AutoCAD SHX Text Trench locations are approximate and are not to scale.

AutoCAD SHX Text

DEPARTMENT OF THE ARMY

AutoCAD SHX Text

SACRAMENTO DISTRICT

AutoCAD SHX Text

CORPS OF ENGINEERS

AutoCAD SHX Text

SACRAMENTO, CALIFORNIA

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

SCALE:

AutoCAD SHX Text

KERN COUNTY

AutoCAD SHX Text

CALIFORNIA

AutoCAD SHX Text

ISABELLA LAKE DAM

AutoCAD SHX Text

DAM SAFETY MODIFICATION PROJECT - PHASE II

AutoCAD SHX Text

GOVERNMENT TESTING LABORATORY

AutoCAD SHX Text

TEST PIT LOGS

AutoCAD SHX Text 4F-16-02

AutoCAD SHX Text

31 OCT 2016

AutoCAD SHX Text

AS SHOWN

PLATE 3

4 F - 16 - 03

AutoCAD SHX Text

N 35%%D 38' 15.8"; W 118%%D 28' 9.5" (NAD 83)

AutoCAD SHX Text

LENGTH

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DEPTH

AutoCAD SHX Text 6.2

AutoCAD SHX Text 8.0

AutoCAD SHX Text 2.0

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AutoCAD SHX Text 6.0

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AutoCAD SHX Text 3.0

AutoCAD SHX Text Easy Digging

AutoCAD SHX Text Hard Digging

AutoCAD SHX Text

AutoCAD SHX Text 6.2

AutoCAD SHX Text

AutoCAD SHX Text Sample FS-2 (zip lock bag)

AutoCAD SHX Text collected from this layer

AutoCAD SHX Text Sample FS-1 (zip lock bag)

AutoCAD SHX Text collected from this layer

AutoCAD SHX Text

SM

AutoCAD SHX Text

SM

AutoCAD SHX Text Test pit performed 08 September 2016

AutoCAD SHX Text No water present on 08 September 2016

AutoCAD SHX Text SILTY SAND, SM; Yellow Brown; Dry; About 80% fine Yellow Brown; Dry; About 80% fine to coarse angular sand, about 20% Non to Low Plastic fines; No Odor; No Reaction with HCL. Few pieces of soft, coarse gravel composed of decomposed granite, max size 3".

AutoCAD SHX Text

AutoCAD SHX Text 3.0

AutoCAD SHX Text SILTY SAND, SM; Olive Brown; Dry; About 75% fine Olive Brown; Dry; About 75% fine to coarse angular sand, about 5% angular fine gravel max size ", about 20% Non to Low Plastic 38", about 20% Non to Low Plastic fines; No Odor; No Reaction with HCL.

AutoCAD SHX Text B.O.T. = 6.2'

AutoCAD SHX Text

TRENCH ORIENTATION: N 50%%D E

AutoCAD SHX Text

%%UN O T E S%%U :

AutoCAD SHX Text 1.

AutoCAD SHX Text This drawing is to be used only for approximate location of explorations and description of subsurface

AutoCAD SHX Text conditions.

AutoCAD SHX Text 2.

AutoCAD SHX Text Soil classifications and descriptions are based on field log descriptions in accordance with ASTM D 2488

AutoCAD SHX Text ("Description and Identifications of Soils, Visual-Manual Procedure").

AutoCAD SHX Text 3.

AutoCAD SHX Text All explorations were performed on 08 September 2016 by Jacob Severns under the supervision of geotechnical engineers Joseph Waltz, P.E.

AutoCAD SHX Text 5.

AutoCAD SHX Text Groundwater was not encountered at the time of explorations; however, groundwater levels can be ex-

AutoCAD SHX Text pected to fluctuate in response to rainfall variations, particularly in the vicinity of site drainage features.

AutoCAD SHX Text 6.

AutoCAD SHX Text Depending on the soil moisture at the time of construction, the soil encountered may be unstable or

AutoCAD SHX Text potentially unstable. The probability of unstable conditions is highest when the soil moisture is greatest.

AutoCAD SHX Text 7.

AutoCAD SHX Text All percentages of fines, sand and gravel, in field descriptions, are approximate.

AutoCAD SHX Text and Henri Mulder, P.E. with the US Army Corps of Engineers, Sacramento District utilizing a Deere 310SJ backhoe with a 36-inch Bucket w/ Single

AutoCAD SHX Text 8.

AutoCAD SHX Text Cobbles and boulders (+3-inch sieve) are not considered in ASTM D-2488.

AutoCAD SHX Text Percentages in field descriptions for cobbles and boulders are field estimates by volume (not weight).

AutoCAD SHX Text 9.

AutoCAD SHX Text Cobble and boulder site material were selectively excluded from field sample.

AutoCAD SHX Text 4.

AutoCAD SHX Text Exploration coordinates are in the NAD 83 coordinate system, recorded on a GPSMAP 60Cx

AutoCAD SHX Text Pt, Tiger Teeth.

AutoCAD SHX Text handheld GPS unit.

AutoCAD SHX Text 10.

AutoCAD SHX Text Trench locations are approximate and are not to scale.

AutoCAD SHX Text

DEPARTMENT OF THE ARMY

AutoCAD SHX Text

SACRAMENTO DISTRICT

AutoCAD SHX Text

CORPS OF ENGINEERS

AutoCAD SHX Text

SACRAMENTO, CALIFORNIA

AutoCAD SHX Text

DATE:

AutoCAD SHX Text

SCALE:

AutoCAD SHX Text

KERN COUNTY

AutoCAD SHX Text

CALIFORNIA

AutoCAD SHX Text

ISABELLA LAKE DAM

AutoCAD SHX Text

DAM SAFETY MODIFICATION PROJECT - PHASE II

AutoCAD SHX Text

GOVERNMENT TESTING LABORATORY

AutoCAD SHX Text

TEST PIT LOGS

AutoCAD SHX Text 4F-16-03

AutoCAD SHX Text

31 OCT 2016

AutoCAD SHX Text

AS SHOWN

PLATE 4

4 F - 16 - 04

AutoCAD SHX Text

N 35%%D 38' 16.4"; W 118%%D 28' 10.3" (NAD 83)

AutoCAD SHX Text

LENGTH

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DEPTH

AutoCAD SHX Text SILTY SAND, SM; Yellow Brown; Dry; About 75% fine Yellow Brown; Dry; About 75% fine to coarse angular sand, about 5% angular fine gravel max size ", about 15% Non Plastic fines; 38", about 15% Non Plastic fines; No Odor; No Reaction with HCL.

AutoCAD SHX Text Test pit performed 08 September 2016

AutoCAD SHX Text No water present on 08 September 2016

AutoCAD SHX Text 3.0

AutoCAD SHX Text 8.0

AutoCAD SHX Text 2.0

AutoCAD SHX Text 4.0

AutoCAD SHX Text 6.0

AutoCAD SHX Text 8.0

AutoCAD SHX Text 10.0

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AutoCAD SHX Text 12.0

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AutoCAD SHX Text 6.0

AutoCAD SHX Text 2.5

AutoCAD SHX Text 14.0

AutoCAD SHX Text

SM

AutoCAD SHX Text Easy Digging

AutoCAD SHX Text Hard Digging

AutoCAD SHX Text

SM

AutoCAD SHX Text B.O.T. = 7.7'

AutoCAD SHX Text

AutoCAD SHX Text 7.7

AutoCAD SHX Text SILTY SAND, SM; Olive Brown; Dry; About 75% fine Olive Brown; Dry; About 75% fine to coarse angular sand, about 5% angular fine gravel max size ", about 15% NonPlastic fines. ; 38", about 15% NonPlastic fines. ; No Odor; No Reaction with HCL.

AutoCAD SHX Text Sample FS-1 (zip lock bag)

AutoCAD SHX Text collected from this layer

AutoCAD SHX Text Sample FS-2 (zip lock bag)

AutoCAD SHX Text collected from this layer

AutoCAD SHX Text 2.5

AutoCAD SHX Text 7.7

AutoCAD SHX Text

TRENCH ORIENTATION: S 45%%D E

AutoCAD SHX Text

%%UN O T E S%%U :

AutoCAD SHX Text 1.

AutoCAD SHX Text This drawing is to be used only for approximate location of explorations and description of subsurface

AutoCAD SHX Text conditions.

AutoCAD SHX Text 2.

AutoCAD SHX Text Soil classifications and descriptions are based on field log descriptions in accordance with ASTM D 2488

AutoCAD SHX Text ("Description and Identifications of Soils, Visual-Manual Procedure").

AutoCAD SHX Text 3.

AutoCAD SHX Text All explorations were performed on 08 September 2016 by Jacob Severns under the supervision of geotechnical engineers Joseph Waltz, P.E.

AutoCAD SHX Text 5.

AutoCAD SHX Text Groundwater was not encountered at the time of explorations; however, groundwater levels can be ex-

AutoCAD SHX Text pected to fluctuate in response to rainfall variations, particularly in the vicinity of site drainage features.

AutoCAD SHX Text 6.

AutoCAD SHX Text Depending on the soil moisture at the time of construction, the soil encountered may be unstable or

AutoCAD SHX Text potentially unstable. The probability of unstable conditions is highest when the soil moisture is greatest.

AutoCAD SHX Text 7.

AutoCAD SHX Text All percentages of fines, sand and gravel, in field descriptions, are approximate.

AutoCAD SHX Text and Henri Mulder, P.E. with the US Army Corps of Engineers, Sacramento District utilizing a Deere 310SJ backhoe with a 36-inch Bucket w/ Single

AutoCAD SHX Text 8.

AutoCAD SHX Text Cobbles and boulders (+3-inch sieve) are not considered in ASTM D-2488.

AutoCAD SHX Text Percentages in field…