APPENDIX A SUBSURFACE EXPLORATIONS · 2017. 7. 27. · Low-Activity Waste Pretreatment System...

Low-Activity Waste Pretreatment System Geotechnical Investigation WRPS Contract No. 60889-000 Rev. 0, May 2017

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APPENDIX A

SUBSURFACE EXPLORATIONS


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APPENDIX A


TABLE OF CONTENTS

Page

A.1 FIELD PREPARATION ................................................................................................. A-1

A.2 EXPLORATION METHODS ........................................................................................ A-1 A.2.1 Hollow-Stem Auger (HSA) Drilling ................................................................ A-2 A.2.2 Mud-Rotary Drilling ......................................................................................... A-2

A.2.2.1 SEIS-1 Drilling Summary ................................................................ A-2 A.2.2.2 SEIS-1 Casing Installation Summary .............................................. A-4

A.2.3 Test Pit Excavation ........................................................................................... A-5

A.3 SOIL SAMPLING METHODS ...................................................................................... A-5 A.3.1 Split-spoon Soil Samples .................................................................................. A-5 A.3.2 Grab Samples .................................................................................................... A-6 A.3.3 Sample Numbering System .............................................................................. A-6 A.3.1 Sample Preparation and Handling .................................................................... A-6

A.4 REVIEW AND CLASSIFICATION OF SOIL SAMPLES ........................................... A-7 A.4.1 Field Observations ............................................................................................ A-7 A.4.2 Soil Classification System ................................................................................ A-7 A.4.3 Exploration Logs .............................................................................................. A-7


TABLE OF CONTENTS (cont.)

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FIGURES

A-1 Soil Description and Log Key (3 sheets) A-2 Log of Boring B-1 (2 sheets) A-3 Log of Boring B-2 (2 sheets) A-4 Log of Boring B-3 (2 sheets) A-5 Log of Boring B-4 (2 sheets) A-6 Log of Boring B-5 (2 sheets) A-7 Log of Boring B-6 (2 sheets) A-8 Log of Boring B-7 (2 sheets) A-9 Log of Boring SEIS-1 (7 sheets) A-10 A-11 A-12 A-13 A-14 A-15 A-16 A-17 A-18

Log of Test Pit TP-1Log of Test Pit TP-2Log of Test Pit TP-3Log of Test Pit TP-4Log of Test Pit TP-5Log of Test Pit TP-6Log of Test Pit TP-7Log of Test Pit TP-8Log of Test Pit TP-9


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APPENDIX A


The LAWPS project (the project) included performing eight borings and nine test pits. Table 3-1 in the main text provides a summary of the field explorations. The summary includes exploration identification, survey location and elevation, exploration depth, and exploration method. The following sections describe the field preparation, exploration methods, sampling methods, and soil review and classification procedures employed for the subsurface explorations.

A.1 FIELD PREPARATION

Representatives from Shannon & Wilson, Inc. (Shannon & Wilson), Holt Services (Holt), Federal Engineers and Constructors (FE&C), and Washington River Protection Solutions (WRPS) met at the site before work started to mark boring locations. Before drilling or excavating, a WRPS representative completed the Hanford site excavation permit to clear each exploration location, including called the 1-800 utility locate call service and subcontracted a private utility locate to mark existing utility lines.

Shannon & Wilson subcontracted FE&C to clear and grub the site of the existing sage brush and tall grasses. The purpose of the earthwork was to allow the fieldwork (drilling, test pits, field testing, etc.) to be completed with reduced risks of fire and to improve equipment access over the loose surficial soil. The clearing and grubbing area was limited to an approximately 290-foot by 290-foot area with an approximately 35-foot setback (south) from the Waste Treatment Plant access road to avoid underground utility lines. FE&C scraped the brush and tall grasses from the specified area and stockpiled the material on site at a location provided by WRPS near the project area. The stripping depth was approximately 2 to 3 inches for the tall grasses across the site. WRPS was responsible for removing the stockpiled earthwork debris.

After site scraping, FE&C moisture conditioned the exposed subgrade and compacted the surface soils using a vibratory, smooth-drum roller compactor. FE&C then placed a maximum 2-inch-thick baserock layer (1¼-inch minus) over the minimally prepared subgrade.

A.2 EXPLORATION METHODS

Seven borings (B-1 through B-7) were drilled using hollow-stem auger (HSA) drilling equipment. A deeper boring completed for seismic testing (SEIS-1) was drilled by Holt using


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mud-rotary drilling techniques. Holt obtained the required Washington State Department of Ecology Drilling Start Cards prior to drilling. FE&C completed nine test pits (TP-1 through TP-9) using a backhoe. A geologist from Shannon & Wilson observed drilling and test pitoperations, which included collecting soil samples and preparing the field logs.

A.2.1 Hollow-Stem Auger (HSA) Drilling

Seven HSA borings, B-1 through B-7, were drilled by Holt using a CME 85 truck-mounted drill rig. The HSA drilling consisted of advancing 8½-inch outside diameter (O.D.), 3¼-inch inside diameter (I.D.) auger, to remove soil from the borehole. During drilling, the soil travelled along the auger flights to the ground surface. Drilling fluids were not used in this process. Holt backfilled the HSA borings with bentonite chips to the existing ground surface.

A.2.2 Mud-Rotary Drilling

Mud-rotary drilling was performed by Holt using a Foremost DR-24 truck-mounted drill rig using direct circulation mud-rotary methods with an approximately 6-inch-diameter tricone bit. During mud-rotary drilling, drilling fluid consisting of bentonite slurry (Baroid Quik-Gel and water) is pumped out of a tank at the ground surface, down the drill rods, out through the bit, up the annulus between the drill rods and borehole, and back into the tank. The circulation of drilling fluid removes the cuttings generated during the drilling process and carries them to the surface where they are allowed to settle out into the tank. The drilling fluid also helps to keep the hole from caving or collapsing during drilling by maintaining fluid pressure. Lost circulation of drilling fluid occurs when drilling fluid drains into high permeability zones of soil, such as open-work gravel or cobbles, or bedrock fractures and voids. We estimate that approximately 16,500 gallons of drilling fluid and grout were lost during drilling of boring SEIS-1. We estimate that approximately 11,000 gallons of the total 16,500 gallons were lost into fractures or voids in the basalt bedrock. The sections below summarize the drilling, casing installation, and drilling fluid and grout losses that occurred during completion of SEIS-1.

A.2.2.1 SEIS-1 Drilling Summary

Drilling for SEIS-1 began on September 27, 2016. Holt installed an 8-inch-diameter starter casing to approximately 8 feet below ground surface (bgs) and drilled open hole (without casing) mud-rotary methods from 8 to 375 feet bgs. During drilling of SEIS-1, Holt lost drilling fluid circulation at three depths: approximately 205, 290, and 375 feet bgs.


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At approximately 205 feet bgs, approximately 3,300 gallons of drilling fluid was lost into the formation. The borehole encountered clean gravel with sand at this location, which we have interpreted to be the erosional contact between the Hanford Formation and the underlying, re-worked Ringold Formation. Open-work gravel, cobbles, and boulders are common at erosional contacts. Holt regained circulation after adding five bags (30 pounds [lbs] each) of CETCO Magma Fiber Lost Circulation Material (LCM) to the drilling fluids.

At 290 feet bgs, drilling fluid circulation was lost in clean gravels near the erosional contact between re-worked Ringold Formation and intact Ringold Formation. Approximately 1,400 gallons of drilling fluid was lost at this location. Holt regained circulation after mixing four bags of CETCO Magma Fiber LCM. Holt added an additional bag of CETCO Magma Fiber LCM through the process of drilling between 290 and 375 feet bgs.

On October 1, 2016, near the boring base at 375 feet, Holt again lost circulation within basalt bedrock fractures or voids. Basalt bedrock was encountered at approximately 350 feet bgs in the boring. On October 2, 2016, in an attempt to regain fluid circulation, Holt pumped four batches of LCM drilling fluids (approximately 1,400 gallons each for a total of 5,600 gallons) into the borehole. The first batch used five bags of CETCO Magma Fiber. The second batch used seven bags of CETCO Magma Fiber. The third batch used approximately 14 bags (30 lbs each) of Baroid N-Seal. The fourth batch used 30 bags of Baroid N-Seal. No circulation to a slight trickle of drilling fluids was returned while pumping the LCM material into the borehole.

On October 3, 2016, Holt pumped four batches of bentonite grout into the borehole in an attempt to regain fluid circulation. Each batch of bentonite grout consisted of 16 bags (50 lbs each) of Baroid Quik-Grout and 1,400 gallons of water for a total of approximately 5,600 gallons. Holt was not able to regain circulation during grouting. Holt then attempted to add ⅜-inch coated bentonite pellets through the drill rods to the bottom of the boring. The bentonite pellets plugged the drill bit check valve, requiring Holt to trip the drill rods out of the boring to clear the plug.

On October 4, 2016, after Holt removed the check valve and cleared the plugged bentonite from the drill string, they tripped the drill bit and rods down to the bottom of the boring. Holt then resumed adding ⅜-inch coated bentonite pellets through the drill rods to the bottom of the boring. Holt added a total of 50 lbs of bentonite pellets, regaining circulation after the first 10 lbs of pellets were added. After adding the bentonite pellets, Holt circulated drilling fluids for approximately 60 minutes with minimal fluid loss.


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A.2.2.2 SEIS-1 Casing Installation Summary

Holt lowered 4-inch Schedule 80 Harvel Industries polyvinyl chloride (PVC) 1120 (4½-inch O.D.) casing into boring SEIS-1 on October 5, 2016. A one-way check valve for grouting was installed at the PVC bottom. The PVC casing was lowered into the boring with the bottom of the check valve placed at approximately 374.4 feet bgs. The top of the check valve was measured through the inside of the PVC at approximately 373.5 feet bgs. Water was added inside of the PVC as it was lowered into the boring to prevent buoyancy from lifting the PVC out of the boring. Holt then lowered 380 feet of tremie pipe (BQ drill rods) inside of the PVC to the bottom, approximately 373.5 feet bgs. Holt sealed the top of the PVC around the tremie pipe.

On October 6, 2016, Holt pumped approximately 900 gallons of bentonite-cement grout in five batches into the borehole. The grout was pumped down the tremie pipe, through the one-way check valve at the PVC bottom, and up the annular space between the PVC and the borehole wall. Circulation was lost in the middle of pumping batch 4. No circulation was returned to the surface while pumping batch 5. Based on conversations between Holt, Bechtel, and Shannon & Wilson site personnel, we decided to allow the grout pumped downhole to set for at least 72 hours prior to pumping additional grout into the PVC casing/borehole annular space.

On October 10, 2016, Holt returned to the site and attempted to tag the top of the bentonite-cement grout using a tremie pipe through the borehole annulus. The tremie pipe was lowered to a depth of 224 feet, which Holt indicated was the likely depth of the bentonite-cement grout. We estimate that approximately 600 gallons of bentonite-cement grout were lost into the formation around 224 feet. We detected drilling fluid loss at 205 feet bgs and GEOVision (seismic velocity logging subcontractor) measured a wide area in the borehole at approximately 200 feet bgs using a three-leg caliper probe. This fluid loss and wide area could represent an area of cleaner gravel and sand that may have accepted the grout.

On October 11, 2016, Holt filled the remaining borehole annulus with approximately 390 gallons of bentonite-cement grout. The grout volume used to fill the borehole matches reasonably well with the theoretical volume of grout needed if the grout level to start the day was at approximately 224 feet.

On October 12, 2016, Holt airlifted water out of the casing in preparation for seismic logging services. They performed this task by lowering 2.35-inch O.D. tremie pipe to the bottom of the PVC casing. They connected an air compressor to the top of the tremie pipe


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and discharged compressed air to displace water out of the casing. They turned off the compressed air when water ceased flowing out of the casing.

On October 18, 2016, GEOVision completed a preliminary check of the cased boring using a borehole video camera and discovered that the casing was obstructed with a mix of grout from bentonite and water a depth of 159 feet to the bottom at 375 feet. After cleaning out the casing, GEOVision video logged the hole again and discovered that the PVC casing had separated at the threaded joint approximately 20 feet above the bottom, creating an 8-inch gap through which grout had flowed during casing construction. Subsequent borehole testing confirmed that a complete grout annulus did not exist between the borehole wall and PVC casing along some portions of the boring. A description of the procedures used to test the borehole and casing, and how these conditions may have affected the seismic velocity results, can be found in GEOVision’s report in Appendix B.3.

On November 15, 2016, after completion of seismic velocity logging, Holt backfilled SEIS-1 with bentonite chips to the ground surface. The 4-inch PVC casing was lift in place.

A.2.3 Test Pit Excavation

FE&C excavated the test pits using a Case 590 rubber-tired backhoe. Each test pit was excavated to depths between approximately 6 and 10 feet. FE&C backfilled the test pits in 1- to 2-foot lifts tamped with the backhoe bucket using the excavated material. Density testing was not performed on the backfilled material.

A.3 SOIL SAMPLING METHODS

Split-spoon samples were collected from the HSA borings B-1 through B-7, using Standard Penetration Tests (SPTs). The boring logs included in Appendix A show the sample collection intervals. No samples were collected from SEIS-1; however, a geologist from Shannon & Wilson logged the cuttings. Grab samples were collected from the nine test pits (TP-1 through TP-9). Specific sampling procedures are described below.

A.3.1 Split-spoon Soil Samples

Within the HSA borings B-1 through B-7, SPTs were performed with split-spoon samplers at 2.5-foot intervals to a depth of 20 feet and then 5-foot intervals to the total boring depth. The SPTs were performed in general accordance with the ASTM International (ASTM)


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Designation: D1586, Test Method for Penetration Test and Split-Barrel Sampling of Soils (ASTM, 2012).1 Section 4.0 of the main report provides additional details on the SPT field test, as well as other field testing performed at the project site. After performing the SPT, the sampler was brought to the ground surface, and a Shannon & Wilson geologist or engineer logged the soil collected inside the split-spoon barrel. The soil collected in the split-spoon samples was placed in plastic jars with screw lids and brought to the Shannon & Wilson soils’ lab for further review and testing.

A.3.2 Grab Samples

Grab samples are defined as soil samples that are “grabbed” directly from the test pit side or bottom using the backhoe bucket. Several grab samples were obtained from each test pit excavated at the project site.

While other types of sampling (e.g., tube sampling or penetration test sampling) represent a specific depth in the drilled hole, grab samples often have a less accurate depth because they are compiled from a depth range within a test pit. The approximate sample depth was estimated and is noted on the test pit logs in Appendix A.

A.3.3 Sample Numbering System

The samples were numbered sequentially from the top down in each exploration. Prefixes assigned to sample numbers identify the type of samples collected. When split-spoon samples were collected in a boring, the first sample was labeled S-1, or simply “1” placed beside an SPT graphic, as shown in the boring logs. The next split-spoon sample was labeled S-2 (or 2), the third was labeled S-3 (or 3), and so on. Grab samples collected from the test pits used a similar sample numbering system.

A.3.1 Sample Preparation and Handling

After clearance by a WRPS radiation control technician, all obtained soil samples were removed from the Hanford site for laboratory testing. Jar samples were stored in cardboard boxes (up to 12 jars per box). Grab samples were collected and stored in large plastic bags sealed with ties. All samples were transported under chain-of-custody to our laboratory where

1 ASTM International (ASTM), 2012, Annual book of standards, construction, v. 4.08, soil and rock (I): D420 – D5876: West Conshohocken, Penn., ASTM International, 1 v.


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they were logged for tracking and testing. Shannon & Wilson geologists examined and classified (see Section A.5) the soil samples and assigned laboratory testing in accordance with our scope of services. Samples sent to outside laboratories were transported under a new chain-of-custody form.

A.4 REVIEW AND CLASSIFICATION OF SOIL SAMPLES

A.4.1 Field Observations

Shannon & Wilson field representatives observed eight borings and nine test pits, collected and classified the soil samples, and prepared detailed logs. The field representatives also noted drill action, problems during drilling or excavation (e.g., heave, hole collapse, etc.), and any other issues that occurred.

A.4.2 Soil Classification System

Soils classification for this project was based on ASTM D2487, Standard Test Method for Classification of Soil for Engineering Purposes, and ASTM D2488, Standard Recommended Practice for Description of Soils (Visual-Manual Procedure). The soil units encountered were described using the Shannon & Wilson standardized field classification system, which complies with the Unified Soil Classification System (USCS). The system used is summarized in Figure A-1. Standard Penetration Tests were not performed at SEIS-1 and, therefore, a relative density or consistency was not assigned to the soil descriptions on the boring log. Descriptions of soil from boring SEIS-1 were based on field observations of the drill action, cuttings coming off the shaker screens, and correlation with soil classifications from adjacent borings.

A.4.3 Exploration Logs

An exploration log is a written record of the encountered subsurface conditions. A log graphically shows the geologic units (layers) encountered in the boring or test pit and a USCS symbol for each soil unit. In addition, boring logs present the penetration resistance where SPTs were performed. Other information shown in the logs may include groundwater level encountered during drilling or excavation, ground surface elevation, and types and depths of sampling. Boring and test pit logs for this project, including a Soil Description and Log Key, are presented as Figures A-1 through A-18 of this Appendix.

The compilation of the boring and test pit logs was performed following a quality assurance/quality control process developed by Shannon & Wilson. This program includes a


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review of the soil samples by an experienced geologist after initial field observations and cross checks are made with laboratory test results. This procedure is followed to assure consistency of the data presentation and to provide quality control for each exploration. This process is further described in the following sections.

Shannon & Wilson generally tracks the compilation of the exploration logs through a four-step revision numbering system, as follows:

1. The field log is provided to the project geologist. The field logs are reviewed forcompleteness and filed in binders. SPT blow counts, core recovery, and depths arechecked for accuracy and agreement between the field logs and the samples. Thedata is entered into a geotechnical subsurface database to create a summary log. Thepreliminary logs created from the field interpretation are labeled as Revision 0(Rev. 0).

2. The project geologist reviews and characterizes each sample (jars, bags, etc.) andrevises the Rev. 0 logs, as needed, based on their observations of the soil. Eachproject geologist has been trained and mentored and is supervised by a seniorgeologist. Laboratory tests are assigned on selected samples, as needed, to assist insoil classification and provide information for design. These revised logs arereviewed by the project geologist and are labeled as Revision 1 (Rev. 1).

3. Once laboratory testing is complete, the project geologist reviews and incorporatesthe laboratory testing results into the descriptions and USCS classifications noted onthe logs. Discrepancies between the laboratory testing results and the geologist’sdescriptions from Step 2 are reviewed. Additional index tests are performed, ifnecessary. These reviewed logs are labeled as Revision 2 (Rev. 2).

4. The project geologist reviews the logs for consistency and evaluates the assignedgeologic units relative to the geology encountered in the project area. Modificationsto the logs and/or profiles are made, as necessary. A final check of geology, syntax,and format is performed. These final logs are at Revision 3 (Rev. 3) stage.

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Washington River Protection Solutions, LLCLow-Activity Waste Pretreatment System

Hanford Reservation, Washington

1Gravel, sand, and fines estimated by mass. Other constituents, such asorganics, cobbles, and boulders, estimated by volume.

2Reprinted, with permission, from ASTM D2488 - 09a Standard Practice forDescription and Identification of Soils (Visual-Manual Procedure), copyrightASTM International, 100 Barr Harbor Drive, West Conshohocken, PA 19428.A copy of the complete standard may be obtained from ASTM International,www.astm.org.

140 pounds with a 30-inch free fall.Rope on 6- to 10-inch-diam. cathead2-1/4 rope turns, > 100 rpm

NOTE: If automatic hammers areused, blow counts shown on boringlogs should be adjusted to account forefficiency of hammer.

10 to 30 inches longShoe I.D. = 1.375 inchesBarrel I.D. = 1.5 inchesBarrel O.D. = 2 inches

Sum blow counts for second and third6-inch increments.Refusal: 50 blows for 6 inches orless; 10 blows for 0 inches.

RELATIVECONSISTENCY

N, SPT,BLOWS/FT.

5% to 12%fine-grained:with Silt orwith Clay 3

15% or more of asecond coarse-

grained constituent:with Sand orwith Gravel 5

< 5%

5 to 10%

15 to 25%

30 to 45%

50 to 100%

Surface CementSeal

Asphalt or Cap

Slough

Inclinometer orNon-perforated Casing

Vibrating WirePiezometer

N, SPT,BLOWS/FT.

< 44 - 10

10 - 3030 - 50

> 50

DESCRIPTION

< #200 (0.075 mm = 0.003 in.)

#200 to #40 (0.075 to 0.4 mm; 0.003 to 0.02 in.)#40 to #10 (0.4 to 2 mm; 0.02 to 0.08 in.)#10 to #4 (2 to 4.75 mm; 0.08 to 0.187 in.)

SIEVE NUMBER AND/OR APPROXIMATE SIZE

#4 to 3/4 in. (4.75 to 19 mm; 0.187 to 0.75 in.)3/4 to 3 in. (19 to 76 mm)

3 to 12 in. (76 to 305 mm)

> 12 in. (305 mm)

FineCoarse

FineMediumCoarse

BOULDERS

COBBLES

GRAVEL

FINES

SAND

Sheet 1 of 3

CONSTITUENT2

SOIL DESCRIPTIONAND LOG KEY

SHANNON & WILSON, INC.Geotechnical and Environmental Consultants

Absence of moisture, dusty, dryto the touch

Damp but no visible water

Visible free water, from belowwater table

FIG. A-1

Shannon & Wilson, Inc. (S&W), uses a soilidentification system modified from the UnifiedSoil Classification System (USCS). Elements ofthe USCS and other definitions are provided onthis and the following pages. Soil descriptionsare based on visual-manual procedures (ASTMD2488) and laboratory testing procedures(ASTM D2487), if performed.

STANDARD PENETRATION TEST (SPT)SPECIFICATIONS

Hammer:

Sampler:

N-Value:

Dry

Moist

Wet

MOISTURE CONTENT TERMS

Modifying(Secondary)

Precedes majorconstituent

Major

MinorFollows major

constituent

1All percentages are by weight of total specimen passing a 3-inch sieve.2The order of terms is: Modifying Major with Minor.3Determined based on behavior.4Determined based on which constituent comprises a larger percentage.5Whichever is the lesser constituent.

COARSE-GRAINEDSOILS

(less than 50% fines)1

NOTE: Penetration resistances (N-values) shown on boring logs are as recorded in the field and have not been corrected for hammer efficiency, overburden, or other factors.

PARTICLE SIZE DEFINITIONS

RELATIVE DENSITY / CONSISTENCYSand or Gravel 4

30% or morecoarse-grained:

Sandy or Gravelly 4

More than 12%fine-grained:

Silty or Clayey 3

15% to 30%coarse-grained:with Sand orwith Gravel 4

30% or more totalcoarse-grained and

lesser coarse-grained constituent

is 15% or more:with Sand orwith Gravel 5

Very softSoftMedium stiffStiffVery stiffHard

Very looseLooseMedium denseDenseVery dense

RELATIVEDENSITY

FINE-GRAINED SOILS(50% or more fines)1

COHESIVE SOILS

< 22 - 44 - 8

8 - 1515 - 30

> 30

COHESIONLESS SOILS

Silt, Lean Clay,Elastic Silt, or

Fat Clay 3

PERCENTAGES TERMS 1, 2

Trace

Few

Little

Some

Mostly

WELL AND BACKFILL SYMBOLS

BentoniteCement Grout

Bentonite Grout

Bentonite Chips

Silica Sand

Perforated orScreened Casing

S&W INORGANIC SOIL CONSTITUENT DEFINITIONS

SO

IL_C

LAS

S_K

EY

_PG

1 2

2-03

156

02-

03.G

PJ

SH

AN

_WIL

.GD

T 2

/7/1

7

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GC

SC

Inorganic

Organic

(more than 50%of coarse

fraction retainedon No. 4 sieve)

MAJOR DIVISIONS GROUP/GRAPHICSYMBOL

CH

OH

ML

CL

TYPICAL IDENTIFICATIONS

Gravel

Sand

Silty Sand; Silty Sand with Gravel

Clayey Sand; Clayey Sand with Gravel

Clayey Gravel; Clayey Gravel withSand

Sheet 2 of 3

Gravels

Primarily organic matter, dark incolor, and organic odor

SW

(more than 12%fines)

Silts and Clays

Silts and Clays

(more than 50%retained on No.

200 sieve)

(50% or more ofcoarse fraction

passes the No. 4sieve)

(liquid limit lessthan 50)

(liquid limit 50 ormore)

Organic

Inorganic

FINE-GRAINEDSOILS

SM

Sands

Silty or ClayeyGravel

Silt; Silt with Sand or Gravel; Sandy orGravelly Silt

Organic Silt or Clay; Organic Silt orClay with Sand or Gravel; Sandy orGravelly Organic Silt or Clay

HIGHLY-ORGANIC

SOILS

COARSE-GRAINED

SOILS

OL

(less than 5%fines)

GW

Geotechnical and Environmental ConsultantsSHANNON & WILSON, INC.

(less than 5%fines)

PT

FIG. A-1

(more than 12%fines)

MH

SP

GP

GM

Silty orClayey Sand

Silty Gravel; Silty Gravel with Sand

(50% or morepasses the No.

200 sieve)


Elastic Silt; Elastic Silt with Sand orGravel; Sandy or Gravelly Elastic Silt

Fat Clay; Fat Clay with Sand or Gravel;Sandy or Gravelly Fat Clay

Organic Silt or Clay; Organic Silt orClay with Sand or Gravel; Sandy orGravelly Organic Silt or Clay

Poorly Graded Sand; Poorly GradedSand with Gravel

Well-Graded Sand; Well-Graded Sandwith Gravel

Well-Graded Gravel; Well-GradedGravel with Sand

Poorly Graded Gravel; Poorly GradedGravel with Sand

Lean Clay; Lean Clay with Sand orGravel; Sandy or Gravelly Lean Clay

Peat or other highly organic soils (seeASTM D4427)

NOTES

1. Dual symbols (symbols separated by a hyphen, i.e., SP-SM, Sandwith Silt) are used for soils with between 5% and 12% fines or whenthe liquid limit and plasticity index values plot in the CL-ML area ofthe plasticity chart. Graphics shown on the logs for these soil typesare a combination of the two graphic symbols (e.g., SP and SM).

2. Borderline symbols (symbols separated by a slash, i.e., CL/ML,Lean Clay to Silt; SP-SM/SM, Sand with Silt to Silty Sand) indicatethat the soil properties are close to the defining boundary betweentwo groups.

SO

IL_C

LAS

S_K

EY

_PG

2 2

2-03

156

02-

03.G

PJ

SH

AN

_WIL

.GD

T 2

/7/1

7

NOTE: No. 4 size = 4.75 mm = 0.187 in.; No. 200 size = 0.075 mm = 0.003 in.

UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)(Modified From USACE Tech Memo 3-357, ASTM D2487, and ASTM D2488)

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SHANNON & WILSON, INC.Geotechnical and Environmental Consultants

FIG. A-1Sheet 3 of 3


1Reprinted, with permission, from ASTM D2488 - 09a Standard Practice forDescription and Identification of Soils (Visual-Manual Procedure), copyright ASTMInternational, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy ofthe complete standard may be obtained from ASTM International, www.astm.org.

2Adapted, with permission, from ASTM D2488 - 09a Standard Practice forDescription and Identification of Soils (Visual-Manual Procedure), copyright ASTMInternational, 100 Barr Harbor Drive, West Conshohocken, PA 19428. A copy ofthe complete standard may be obtained from ASTM International, www.astm.org.

Interbedded

Laminated

Fissured

Slickensided

Blocky

Lensed

Homogeneous

ATDDiam.Elev.

ft.FeOgal.

Horiz.HSAI.D.in.

lbs.MgOmm

MnONANP

O.D.OWpcf

PIDPMTppm

psiPVCrpmSPT

USCSqu

VWPVert.

WOHWOR

Wt.

Crumbles or breaks with handling or slightfinger pressure.Crumbles or breaks with considerable fingerpressure.Will not crumble or break with fingerpressure.

PLASTICITY2

CEMENTATION TERMS1

GRADATION TERMS

STRUCTURE TERMS1

ACRONYMS AND ABBREVIATIONS

Alternating layers of varying material orcolor with layers at least 1/4-inch thick;singular: bed.Alternating layers of varying material orcolor with layers less than 1/4-inch thick;singular: lamination.Breaks along definite planes or fractureswith little resistance.Fracture planes appear polished orglossy; sometimes striated.Cohesive soil that can be broken downinto small angular lumps that resist furtherbreakdown.Inclusion of small pockets of differentsoils, such as small lenses of sandscattered through a mass of clay.Same color and appearance throughout.

Narrow range of grain sizes present or, withinthe range of grain sizes present, one or moresizes are missing (Gap Graded). Meetscriteria in ASTM D2487, if tested.Full range and even distribution of grain sizespresent. Meets criteria in ASTM D2487, iftested.

Poorly Graded

Well-Graded

Weak

Moderate

Strong

Irregular patches of different colors.

Soil disturbance or mixing by plants oranimals.

Nonsorted sediment; sand and gravel in siltand/or clay matrix.

Material brought to surface by drilling.

Material that caved from sides of borehole.

Disturbed texture, mix of strengths.

VISUAL-MANUAL CRITERIA

A 1/8-in. thread cannot be rolledat any water content.A thread can barely be rolled anda lump cannot be formed whendrier than the plastic limit.A thread is easy to roll and notmuch time is required to reachthe plastic limit. The threadcannot be rerolled after reachingthe plastic limit. A lumpcrumbles when drier than theplastic limit.It takes considerable time rollingand kneading to reach the plasticlimit. A thread can be rerolledseveral times after reaching theplastic limit. A lump can beformed without crumbling whendrier than the plastic limit.

Sharp edges and unpolished planar surfaces.

Similar to angular, but with rounded edges.

Nearly planar sides with well-rounded edges.

Smoothly curved sides with no edges.

Width/thickness ratio > 3.

Length/width ratio > 3.

PARTICLE ANGULARITY AND SHAPE TERMS1

ADDITIONAL TERMS

Angular

Subangular

Subrounded

Rounded

Flat

Elongated

DESCRIPTION

Nonplastic

Low

Medium

High

At Time of DrillingDiameterElevationFeetIron OxideGallonsHorizontalHollow Stem AugerInside DiameterInchesPoundsMagnesium OxideMillimeterManganese OxideNot Applicable or Not AvailableNonplasticOutside DiameterObservation WellPounds per Cubic FootPhoto-Ionization DetectorPressuremeter TestParts per MillionPounds per Square InchPolyvinyl ChlorideRotations per MinuteStandard Penetration TestUnified Soil Classification SystemUnconfined Compressive StrengthVibrating Wire PiezometerVerticalWeight of HammerWeight of RodsWeight

Mottled

Bioturbated

Diamict

Cuttings

Slough

Sheared

APPROX.PLASITICITY

INDEXRANGE

< 4

4 to 10

10 to 20

> 20

SO

IL_C

LAS

S_K

EY

_PG

3 2

2-03

156

02-

03.G

PJ

SH

AN

_WIL

.GD

T 2

/7/1

7

12.0

23.0

Non

e O

bser

ved

Dur

ing

Dril

ling

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Loose, light gray-brown, Silty Sand (SM); dry;fine sand; nonplastic fines.Dune Sand (Qd)

Loose to medium dense, gray-brown, PoorlyGraded Sand (SP); dry; trace subangulargravel; fine to coarse sand; nonplastic fines.Hanford Formation-Upper Sand (Qh)

Dense to very dense, light gray-brown togray-brown, Well-Graded Sand with Silt(SW-SM); dry; primarily fine sand, layers offine to medium sand; nonplastic fines.Hanford Formation-Lower Sand 1 (Qh)

Dep

th, f

t.



Dep

th, f

t.

5

10

15

20

25

30

35

40

45

50

Drilling Method:Drilling Company:Drill Rig Equipment:Other Comments:

Log:

JW

T

Northing:Easting:Station:Offset:

SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.NWJ/2-5/8"Automatic

Refer to the report text for a proper understanding of thesubsurface materials and drilling methods. The stratificationlines indicated below represent the approximate boundariesbetween material types, and the transition may be gradual.

*

LOG OF BORING B-1

0 60

0

Total Depth:Top Elevation:Vert. Datum:Horiz. Datum:

41,233 ft.46,028 ft.

--

Gro

und

Wat

er

NOTES

CONTINUED NEXT SHEET

20 40

2.0" O.D. Split Spoon Sample

Hole Diam.:Rod Diam.:Hammer Type:

LEGEND

Sym

bol

1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions.

2. Groundwater level, if indicated above, is for the date specified and may vary.

3. USCS designation is based on visual-manual classification and selected lab testing.

Hollow Stem AugerHolt Services, Inc.CME 85

FIG. A-2SHANNON & WILSON, INC.

101.5 ft.672.1 ft.NAVD 88

200 E

Sheet 1 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N

Geotechnical and Environmental Consultants

Sample Not Recovered

REV 3 - Approved for Submittal

MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7

PENETRATION RESISTANCE Hammer Wt. & Drop:

(blows/foot)

140 lbs / 30 inches

% Water Content % Fines (<0.075mm)

65.0

101.5

15

16

17

18

19

20

21

22

23

24

- Layer of Silty Sand (SM) at 60 feet.

Dense to very dense, gray-brown,Well-Graded Sand with Silt (SW-SM); dry;trace to few subangular gravel' fine to coarsesand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)

BOTTOM OF BORINGCOMPLETED 9/23/2016

Dep

th, f

t.



Dep

th, f

t.

60

65

70

75

80

85

90

95

100

105


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples



*

LOG OF BORING B-1

0 60

0


41,233 ft.46,028 ft.

--

Gro

und

Wat

er

NOTES

20 40



LEGEND

Sym

bol






101.5 ft.672.1 ft.NAVD 88

200 E

Sheet 2 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


61

62

12.5

14.5

19.5

22.0

Non

e O

bser

ved

Dur

ing

Dril

ling

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Loose, light gray-brown, Silty Sand (SM);moist to dry; fine sand; nonplastic fines.Dune Sand (Qd)

Medium dense, gray-brown, Silty Sand (SM);moist; trace fine to coarse, subangular tosubrounded gravel, maxiumum dimension3/4-inch; fine to coarse sand; nonplastic fines.Hanford Formation-Upper Sand (Qh)

Medium dense, dark gray-brown, PoorlyGraded Sand (SP); dry to moist; trace fine,angular gravel; fine to coarse sand; nonplasticfines.Hanford Formation-Upper Sand (Qh)

Medium dense, light gray-brown, Silty Sand(SM); dry to moist; fine sand; trace medium tocoarse sand; nonplastic fines.Hanford Formation-Upper Sand (Qh)

Dense to very dense, gray-brown, PoorlyGraded Sand with Silt (SP-SM) to Silty Sand(SM); dry to moist; trace fine to coarse,subangular to subrounded gravel; maximumdimension 1.5 inches; fine to medium sand;nonplastic fines.Hanford Formation-Lower Sand 1 (Qh)- From 31 to 33.5 feet, coarse gravel and/or

cobbles based on drill action.

Dep

th, f

t.



Dep

th, f

t.

5

10

15

20

25

30

35

40

45

50


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.NWJ

Automatic


*

LOG OF BORING B-2

0 60

0


41,227 ft.45,939 ft.

--

Gro

und

Wat

er

NOTES


20 40



LEGEND

Sym

bol






101.5 ft.672.5 ft.NAVD 88

200 E

Sheet 1 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


65.0

98.0

101.5

15

16

17

18

19

20

21

22

23

24

Dense to very dense, gray-brown,Well-Graded Sand with Silt (SW-SM); dry tomoist; trace fine, subangular to subroundedgravel, maximum dimension 1-inch; fine tocoarse sand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)

Very dense, gray-brown, Poorly Graded Sandwith Silt (SP-SM); dry to moist; fine to mediumsand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)


Dep

th, f

t.



Dep

th, f

t.

60

65

70

75

80

85

90

95

100

105


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.NWJ

Automatic


*

LOG OF BORING B-2

0 60

0


41,227 ft.45,939 ft.

--

Gro

und

Wat

er

NOTES

20 40



LEGEND

Sym

bol






101.5 ft.672.5 ft.NAVD 88

200 E

Sheet 2 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


14.5

19.5

Non

e O

bser

ved

Dur

ing

Dril

ling

1

2

3

4

5

6

7

8

9

10

11

12

13

14


Loose to medium dense, gray-brown, PoorlyGraded Sand with Silt (SP-SM); dry; trace fine,subangular gravel, maximum dimension1/2-inch; primarily fine to medium sand; traceof coarse sand.Hanford Formation-Upper Sand (Qh)

Medium dense to dense, gray-brown, PoorlyGraded Sand with Silt (SP-SM) to Silty Sand(SM); dry; fine to medium sand; nonplasticfines.Hanford Formation-Lower Sand 1 (Qh)

Dep

th, f

t.



Dep

th, f

t.

5

10

15

20

25

30

35

40

45

50


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples



*

LOG OF BORING B-3

0 60

0


41,168 ft.45,903 ft.

--

Gro

und

Wat

er

NOTES


20 40



LEGEND

Sym

bol






101.5 ft.673.7 ft.NAVD 88

200 E

Sheet 1 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


68.0

101.5

15

16

17

18

19

20

21

22

23

24

- Grades to Silty Sand (SM) below 65 feet.

Dense to very dense, gray-brown,Well-Graded Sand with Silt (SW-SM) toWell-Graded Sand with Silt and Gravel(SW-GM); dry; trace to little subangular gravel,maxiumum dimension 1.5-inch; fine to coarsesand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)


Dep

th, f

t.



Dep

th, f

t.

60

65

70

75

80

85

90

95

100

105


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples



*

LOG OF BORING B-3

0 60

0


41,168 ft.45,903 ft.

--

Gro

und

Wat

er

NOTES

20 40



LEGEND

Sym

bol






101.5 ft.673.7 ft.NAVD 88

200 E

Sheet 2 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


61

61

69

17.0

19.5

23.0

Non

e O

bser

ved

Dur

ing

Dril

ling

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Loose to medium dense, light gray-brown, SiltySand (SM) to Poorly Graded Sand with Silt(SP-SM); dry; fine sand; nonplastic fines.Dune Sand (Qd)

- From 7.5 to 9 feet, sand grades to fine tomedium sand with trace coarse sand.

Loose, dark gray-brown, Poorly Graded Sand(SP); dry; few subangular gravel, maximumdimension 1-inch; fine to coarse sand;nonplastic fines.Hanford Formation-Upper Sand (Qh)

Medium dense, gray-brown, Well-GradedSand with Silt (SP-SM); dry; few subangulargravel, maximum dimension 2 inches; primarilyfine to medium sand; trace coarse sand;nonplastic fines.Hanford Formation-Upper Sand (Qh)

Dense, gray-brown, Poorly Graded Sand withSilt (SP-SM) to Silty Sand (SM); dry; locallytrace subangular gravel, maximum dimension1-inch; fine to medium sand; nonplastic fines.Hanford Formation-Lower Sand 1 (Qh)

Dep

th, f

t.



Dep

th, f

t.

5

10

15

20

25

30

35

40

45

50


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples



*

LOG OF BORING B-4

0 60

0


41,108 ft.45,939 ft.

--

Gro

und

Wat

er

NOTES


20 40



LEGEND

Sym

bol






101.5 ft.675.2 ft.NAVD 88

200 E

Sheet 1 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


68.0

101.5

15

16

17

18

19

20

21

22

23

24

- Grades to Silty Sand (SM) below 55 feet.

Dense to very dense, gray-brown,Well-Graded Sand with Silt (SW-SM) toWell-Graded Sand (SW); dry to moist; tracesubangular gravel, maximum dimension1-inch; fine to coarse sand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)


Dep

th, f

t.



Dep

th, f

t.

60

65

70

75

80

85

90

95

100

105


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples



*

LOG OF BORING B-4

0 60

0


41,108 ft.45,939 ft.

--

Gro

und

Wat

er

NOTES

20 40



LEGEND

Sym

bol






101.5 ft.675.2 ft.NAVD 88

200 E

Sheet 2 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


14.5

23.0

38.0

53.0

Non

e O

bser

ved

Dur

ing

Dril

ling

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Loose to medium dense, light gray-brown, SiltySand (SM); dry; fine sand; nonplastic fines.Dune Sand (Qd)

Loose to medium dense, gray-brown,Well-Graded Sand with Silt (SW-SM) to PoorlyGraded Sand with Silt (SP); trace subrounded,fine gravel, maximum dimension 1/2-inch; fineto coarse sand; nonplastic fines.Hanford Formation-Upper Sand (Qh)

Dense to very dense, gray-brown, Silty Sandwith Gravel (SM) to Silty Sand (SM);subrounded gravel; fine to medium sand;nonplastic fines.Hanford Formation-Lower Sand 1 (Qh)

Dense to very dense, dark gray-brown, PoorlyGraded Sand with Silt (SP-SM); dry; fine tomedium sand; nonplastic fines.Hanford Formation-Lower Sand 1 (Qh)

Dep

th, f

t.



Dep

th, f

t.

5

10

15

20

25

30

35

40

45

50


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples



*

LOG OF BORING B-5

0 60

0


41,108 ft.46,028 ft.

--

Gro

und

Wat

er

NOTES


20 40



LEGEND

Sym

bol






101.5 ft.674.2 ft.NAVD 88

200 E

Sheet 1 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


63.0

101.5

15

16

17

18

19

20

21

22

23

24

Very dense, gray-brown, Silty Sand (SM); dryto moist; fine to medium sand; nonplasticfines; trace iron-oxide staining.Hanford Formation-Lower Sand 1 (Qh)

Dene to very dense, gray-brown, Well-GradedSand with Silt (SW-SM) to Poorly GradedSand with Silt (SP-SM); dry to moist; tracesubangular gravel, maximum dimension1/2-inch; fine to coarse sand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)


Dep

th, f

t.



Dep

th, f

t.

60

65

70

75

80

85

90

95

100

105


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples



*

LOG OF BORING B-5

0 60

0


41,108 ft.46,028 ft.

--

Gro

und

Wat

er

NOTES

20 40



LEGEND

Sym

bol






101.5 ft.674.2 ft.NAVD 88

200 E

Sheet 2 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


63

61

12.0

21.0

38.0

53.0

Non

e O

bser

ved

Dur

ing

Dril

ling

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Loose to medium dense, light gray-brown, SiltySand (SM) to Poorly Graded Sand with Silt(SP-SM); dry; fine sand; nonplastic fines.Dune Sand (Qd)- From 5 to 6 feet, layer of fine to medium,

Poorly Graded Sand with Silt (SP-SM).

Loose to medium dense, gray-brown, PoorlyGraded Sand with Gravel (SP); dry;subrounded, fine to coarse gravel, maximumdimension 1.5 inches; fine to coarse sand;nonplastic fines.Hanford Formation-Upper Sand (Qh)

Very dense, gray-brown, Silty Sand (SM); dry;fine to medium sand; nonplastic fines.Hanford Formation-Lower Sand 1 (Qh)

- At 30 feet, Sample S-10 may haveencountered a cobble or large gravel duringsampling.

Dense to very dense, dark gray-brown togray-brown, Well-Graded Sand with Silt(SW-SM); dry; trace subangular gravel; fine tomedium sand; nonplastic fines.Hanford Formation-Lower Sand 1 (Qh)

Dep

th, f

t.



Dep

th, f

t.

5

10

15

20

25

30

35

40

45

50


Log:

LJR


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.NWJ

Automatic


*

LOG OF BORING B-6

0 60

0


41,175 ft.46,090 ft.

--

Gro

und

Wat

er

NOTES


20 40



LEGEND

Sym

bol






101.5 ft.672.8 ft.NAVD 88

200 E

Sheet 1 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


50/1"

63.0

101.5

15

16

17

18

19

20

21

22

23

24

Dense, gray-brown, Silty Sand (SM); dry; tracesubangular gravel; fine to medium sand;nonplastic fines.Hanford Formation-Lower Sand 1 (Qh)

Dense to very dense, gray-brown,Well-Graded Sand with Silt (SW-SM) toWell-Graded Sand (SW); dry; trace fine tocoarse, subangular gravel; fine to coarsesand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)

- From 90 to 101.5 feet, grades to fine tomedium sand.


Dep

th, f

t.



Dep

th, f

t.

60

65

70

75

80

85

90

95

100

105


Log:

LJR


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.NWJ

Automatic


*

LOG OF BORING B-6

0 60

0


41,175 ft.46,090 ft.

--

Gro

und

Wat

er

NOTES

20 40



LEGEND

Sym

bol






101.5 ft.672.8 ft.NAVD 88

200 E

Sheet 2 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


63

14.5

17.0

19.5

Non

e O

bser

ved

Dur

ing

Dril

ling

1

2

3

4

5

6

7

8

9

10

11

12

13

14


Medium dense, gray-brown, Well-GradedSand with Silt and Gravel (SW-SM); dry; fine,subangular gravel, maximum dimension1/2-inch; fine to coarse sand; nonplastic fines.Hanford Formation-Upper Sand (Qh)

Loose, gray-brown, Poorly Graded Sand withGravel (SP); dry; subangular gravel, maximumdimension 1-inch; fine to coarse sand;nonplastic fines.Hanford Formation-Upper Sand (Qh)

Medium dense to dense, gray-brown,Well-Graded Sand with Silt (SP-SM) to SiltySand (SM); dry; locally trace subangulargravel; fine to medium sand; nonplastic fines.Hanford Formation-Lower Sand 1 (Qh)

Dep

th, f

t.



Dep

th, f

t.

5

10

15

20

25

30

35

40

45

50


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples



*

LOG OF BORING B-7

0 60

0


41,174 ft.45,989 ft.

--

Gro

und

Wat

er

NOTES


20 40



LEGEND

Sym

bol






101.5 ft.674.0 ft.NAVD 88

200 E

Sheet 1 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


65.0

78.0

101.5

15

16

17

18

19

20

21

22

23

24

Dense to very dense, gray-brown, PoorlyGraded Sand (SP) to Poorly Graded Sand withSilt (SP-SM); dry to moist; few fine to coarse,subangular gravel, maximum dimension3/4-inch; fine to coarse sand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)

Dense to very dense, gray-brown,Well-Graded Sand with Silt (SW-SM); dry tomoist; trace fine to coarse, subangular gravel,maximum dimension 3/4-inch; fine to coarsesand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)


Dep

th, f

t.



Dep

th, f

t.

60

65

70

75

80

85

90

95

100

105


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples



*

LOG OF BORING B-7

0 60

0


41,174 ft.45,989 ft.

--

Gro

und

Wat

er

NOTES

20 40



LEGEND

Sym

bol






101.5 ft.674.0 ft.NAVD 88

200 E

Sheet 2 of 2

Rev

: AJC

May 2017 22-1-03156-070

Typ

: LK

N




MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


(blows/foot)

140 lbs / 30 inches


75

14.0

20.0

Dril

ling

Flu

ids

Pre

vent

ed T

agg

ing

Wat

er

Brown, Silty Sand (SM); wet (due to drilingfluids); fine sand; nonplastic fines.Dune Sand (Qd)

- 8-inch casing drilled to 8 feet.

Gray-brown, Poorly Graded Sand with Gravel(SP); wet (due to drilling fluids); fine to coarsesand; nonplastic fines.Hanford Formation-Upper Sand (Qh)

Gray-brown, Poorly-Graded Sand with Silt(SP-SM); wet (due to drilling fluids); trace tofew fine to coarse, subangular to subroundedgravel; fine to coarse sand; nonplastic fines.Hanford Formation-Lower Sand 1 (Qh)- 25 to 30 feet: Few gravels causing slight rig

chatter.

Dep

th, f

t.



Dep

th, f

t.

5

10

15

20

25

30

35

40

45

50

Well Screen and Sand Filter


Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.5" Drill Rod

N/A


*

LOG OF BORING SEIS-1

0 60

0


41,164 ft.45,979 ft.

--

Gro

und

Wat

er

NOTES


20 40

Bentonite Chips/Pellets

Bentonite Grout


LEGEND

Sym

bol




Mud RotaryHolt Services, Inc.Foremost DR-248-inch starter casing to 8 feet bgs.


375 ft.674.1 ft.NAVD 88

200 E

Sheet 1 of 7

Rev

: AJC

May 2017 22-1-03156-070

Typ

: JW

T



Bentonite-Cement Grout


MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


65.0

- 55 to 70 feet: More felsic sands than basaltic.

Gray-brown, Poorly Graded Sand with Gravel(SP); wet (due to driling fluids); fine to coarsegravel, subangular to subrounded; fine tocoarse sand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)

Dep

th, f

t.



Dep

th, f

t.

60

65

70

75

80

85

90

95

100

105



Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.5" Drill Rod

N/A


*


0 60

0


41,164 ft.45,979 ft.

--

Gro

und

Wat

er

NOTES


20 40


Bentonite Grout


LEGEND

Sym

bol






375 ft.674.1 ft.NAVD 88

200 E

Sheet 2 of 7

Rev

: AJC

May 2017 22-1-03156-070

Typ

: JW

T





MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


110.0

130.0

Gray-brown, Poorly Graded Sand (SP); wet(due to driling fluids); few fine to coarse gravel,subangular to subrounded; fine to coarsesand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)

Gray-brown, Poorly Graded Sand with Gravel(SP); wet (due to driling fluids); fine to coarsegravel, subangular to subrounded; fine tocoarse sand; nonplastic fines.Hanford Formation-Lower Sand 2 (Qh)

Dep

th, f

t.



Dep

th, f

t.

115

120

125

130

135

140

145

150

155

160



Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.5" Drill Rod

N/A


*


0 60

0


41,164 ft.45,979 ft.

--

Gro

und

Wat

er

NOTES


20 40


Bentonite Grout


LEGEND

Sym

bol






375 ft.674.1 ft.NAVD 88

200 E

Sheet 3 of 7

Rev

: AJC

May 2017 22-1-03156-070

Typ

: JW

T





MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


165.0

205.0

Gray-brown, Poorly Graded Gravel with Sand(GP); wet (due to driling fluids); fine to coarsegravel, subangular to subrounded, likelycobbles based on drill action; fine to coarsesand; nonplastic fines; predominantly basalticclasts.Hanford Formation-Gravel (Qh)

Gray-brown to dark brown, Poorly GradedGravel with Sand (GP); wet (due to drilingfluids); fine to coarse gravel, subangular tosubrounded, likely cobbles based on drillaction; fine to coarse sand; nonplastic fines;predominantly basaltic clasts with increasingfelsic content.Hanford Formation-Gravel (Qh)- 205 feet: Lost drilling fluid circulation. Mix 5

bags CETCO Magma Fiber to

Dep

th, f

t.



Dep

th, f

t.

170

175

180

185

190

195

200

205

210

215



Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.5" Drill Rod

N/A


*


0 60

0


41,164 ft.45,979 ft.

--

Gro

und

Wat

er

NOTES


20 40


Bentonite Grout


LEGEND

Sym

bol






375 ft.674.1 ft.NAVD 88

200 E

Sheet 4 of 7

Rev

: AJC

May 2017 22-1-03156-070

Typ

: JW

T





MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


regain circulation.

Dep

th, f

t.



Dep

th, f

t.

225

230

235

240

245

250

255

260

265

270



Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.5" Drill Rod

N/A


*


0 60

0


41,164 ft.45,979 ft.

--

Gro

und

Wat

er

NOTES


20 40


Bentonite Grout


LEGEND

Sym

bol






375 ft.674.1 ft.NAVD 88

200 E

Sheet 5 of 7

Rev

: AJC

May 2017 22-1-03156-070

Typ

: JW

T





MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


310.0

- 290 feet: Lost drilling fluid circulation. Mix 4bags CETCO Magma Fiber toregain circulation.

Brown, Poorly Graded Gravel with Sand (GP);wet (due to driling fluids); fine to coarse gravel,subangular to subrounded, likely cobblesbased on drill action; fine to coarse sand;nonplastic fines; predominantly felsic clasts.Ringold Formation-Unit A (Tr)

Dep

th, f

t.



Dep

th, f

t.

280

285

290

295

300

305

310

315

320

325



Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.5" Drill Rod

N/A


*


0 60

0


41,164 ft.45,979 ft.

--

Gro

und

Wat

er

NOTES


20 40


Bentonite Grout


LEGEND

Sym

bol






375 ft.674.1 ft.NAVD 88

200 E

Sheet 6 of 7

Rev

: AJC

May 2017 22-1-03156-070

Typ

: JW

T





MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


350.0

375.0

BASALT: Dark dray to black, aphanitic, highstrength (drill rates 5 to 7 feet per hour).Elephant Mountain Member-Saddle MountainBasalt (Tem)

- 375 feet: Lost drilling fluid circulation. Mixed4 batches of LCM into drilling fluidsin unsuccessful attempts to regaincirculation. 1st batch - 5 bagsCETCO Magma Fiber; 2nd batch -7 bags CETCO Magma Fiber; 3rdbatch - 14 bags Baroid N-Seal;

BOTTOM OF BORING COMPLETED 10/12/2016

Dep

th, f

t.



Dep

th, f

t.

335

340

345

350

355

360

365

370

375

380



Log:

JW

T


SOIL DESCRIPTION

20 40 60

Sam

ples

8 in.5" Drill Rod

N/A


*


0 60

0


41,164 ft.45,979 ft.

--

Gro

und

Wat

er

NOTES

20 40


Bentonite Grout


LEGEND

Sym

bol






375 ft.674.1 ft.NAVD 88

200 E

Sheet 7 of 7

Rev

: AJC

May 2017 22-1-03156-070

Typ

: JW

T





MA

ST

ER

_LO

G_E

22-

031

56 0

2-0

3.G

PJ

SH

AN

_WIL

.GD

T 2

/9/1

7


LOG OF TEST PIT TP-1

SOIL DESCRIPTION

JOB NO: DATE: LOCATION:22-1-03156-040 09-22-16 See Site and Exploration Plan

PROJECT: LAWPS

Sketch of ________ Pit Side Surface Elevation: Approx. 669 Ft.

0 2 4 6 8 10 12Horizontal Distance in Feet

Gro

und

Wat

er

% W

ater

Con

tent

Sam

ples

Dep

th, F

t.

0

2

4

6

8

10

12

Light gray-brown, Silty Sand (SM);dry; trace, fine, subrounded gravel;fine sand; nonplastic fines.Dune sand (Qd)

S-1

S-2a

S-3a

East

Non

e O

bser

ved

FIG

. A-10

1

File: J:\221\03156\040\22-1-03156-040 TP.dwg Date: 02-09-2017 Author: SAC

1

BOH at 9 feet. No groundwaterencountered during excavation.Completed 9-22-16.

NOTE

S-2b

S-3b

S-4


SOIL DESCRIPTION

JOB NO: DATE: LOCATION:22-1-03156-040 See Site and Exploration Plan

PROJECT: LAWPS



Gro

und

Wat

er

% W

ater

Con

tent

Sam

ples

Dep

th, F

t.

0

2

4

6

8

10

12

Light gray-brown, Silty Sand (SM);dry; trace subrounded gravel, maxdiameter 2-inches; fine sand;nonplastic fines; abundant roots inupper 0.5 to 1 foot.Dune Sand (Qd)

Gray-brown, Poorly Graded Sand(SP); dry; few subrounded gravel,max diameter 2-inches; fine tomedium sand; nonplastic fines.Hanford Formation (Qh)

S-1

S-2a

S-3

West

Non

e O

bser

ved

FIG

. A-11

1


2

1

BOH at 9 feet. No groundwaterencountered during excavation.Completed 9-22-16.

NOTE

S-2b

S-4

2

09-22-16


SOIL DESCRIPTION


PROJECT: LAWPS



Gro

und

Wat

er

% W

ater

Con

tent

Sam

ples

Dep

th, F

t.

0

2

4

6

8

10

12

Light gray brown, Silty Sand (SM);dry; trace subrounded gravel; maxdiameter 2-inches; fine sand;nonplastic fines; abundant roots inupper 1 foot.Dune Sand (Qd)

Gray-brown, Poorly Graded Sandwith Silt (SP-SM); dry; tracesubrounded gravel, max diameter2-inches; fine to medium sandgrading to fine sand; nonplasticfines.Dune Sand (Qd)

Gray-brown, Silty Sand (SM); dry,trace subrounded gravel, max.dimension 2-inchs; fine sand;nonplastic fines.Dune Sand (Qd)

S-1

S-2

S-3a

East

Non

e O

bser

ved

FIG

. A-12

1


2

1

BOH at 9.5 feet. No groundwaterencountered during excavation.Sidewall caved between 6.0 and 9.5feet. Completed 9-22-16.

NOTE

S-5

S-3b

S-4

S-6

2

3

3


SOIL DESCRIPTION


PROJECT: LAWPS



Gro

und

Wat

er

% W

ater

Con

tent

Sam

ples

Dep

th, F

t.

0

2

4

6

8

10

12

Light gray brown, Silty Sand (SM);dry; trace subrounded gravel; maxdiameter 2-inches; fine sand;nonplastic fines.Dune Sand (Qd)

S-1

S-2

S-3

East

Non

e O

bser

ved

FIG

. A-13

1


1

BOH at 8.5 feet. No groundwaterencountered in excavation.

NOTE

S-5

S-4


SOIL DESCRIPTION


PROJECT: LAWPS



Gro

und

Wat

er

% W

ater

Con

tent

Sam

ples

Dep

th, F

t.

0

2

4

6

8

10

12

Light gray brown, Silty Sand (SM);dry; fine sand; nonplastic fines.Dune Sand (Qd)

Gray brown, Poorly Graded Sandwith Silt (SP-SM); dry; fine sand;nonplastic fines.Dune Sand (Qd)

S-1

S-2a

S-4a

East

Non

e O

bser

ved

FIG

. A-14

1


2

1

BOH at 8 feet. Sidewall cavedbetween 5 and 8 feet. Nogroundwater encountered duringexcavation. Completed 9-22-16.

NOTE

S-2b

S-4b

S-5

2

S-3


SOIL DESCRIPTION


PROJECT: LAWPS



Gro

und

Wat

er

% W

ater

Con

tent

Sam

ples

Dep

th, F

t.

0

2

4

6

8

10

12

Light gray-brown, Silty Sand (SM);dry; trace gravel, max diameter1-inch; fine sand; nonplastic fines;abundant roots about 1 feet.Dune sand (Qd)

- Weekly cemented sand between 7and 8.5 feet. Excavator reportsharder excavating near this depthrange.

Gray-brown, Poorly Graded Sandwith Silt (SP-SM); dry; fine sand;nonplastic fines.Dune sand (Qd)

S-1

S-2a

S-3

North

Non

e O

bser

ved

FIG

. A-15

1


2

1

BOH at 10 feet. No groundwaterencountered in excavation.Completed 09-22-16.

NOTE

S-2b

S-4

S-5

2


SOIL DESCRIPTION


PROJECT: LAWPS



Gro

und

Wat

er

% W

ater

Con

tent

Sam

ples

Dep

th, F

t.

0

2

4

6

8

10

12

Light gray brown, Silty Sand (SM);dry; trace rounded gravel; maxdiameter 1-inch; fine sand;nonplastic fines; abundant roots inupper 1 foot.Dune Sand (Qd)

- Side walls caving between 5 and10 feet.

S-1aS-1b

S-3

North

Non

e O

bser

ved

FIG

. A-16


1

BOH at 10 feet. No groundwaterencountered. Completed 09-22-16.

NOTE

S-2

S-4

S-5

1

S-6


SOIL DESCRIPTION


PROJECT: LAWPS



Gro

und

Wat

er

% W

ater

Con

tent

Sam

ples

Dep

th, F

t.

0

2

4

6

8

10

12

Light gray brown, Silty Sand (SM);dry; trace subrounded gravel, maxdiameter 1-inch; fine sand;nonplastic fines; abundant roots inupper 1 foot.Dune Sand (Qd)

S-1aS-1b

S-3

South

Non

e O

bser

ved

FIG

. A-17

1


1

BOH at 6 feet. Sidewalls cavedbetween 0 and 6 feet; collapsed at 6feet. No groundwater encountered.Completed 09-22-16.

NOTE

S-2


SOIL DESCRIPTION


PROJECT: LAWPS



Gro

und

Wat

er

% W

ater

Con

tent

Sam

ples

Dep

th, F

t.

0

2

4

6

8

10

12

Light gray brown, Silty Sand (SM);dry; trace subrounded to roundedgravel; max diameter 1.5 inches;fine sand; nonplastic fines;abundant roots in upper 1 foot.Dune Sand (Qd)

East

Non

e O

bser

ved

FIG

. A-18

1


1

Side wall caved began below 8 feet.No groundwater encountered.Completed 09-22-16.

NOTE

S-1aS-1b

S-2

S-3

S-4

APPENDIX A SUBSURFACE EXPLORATIONS · 2017. 7. 27. · Low-Activity Waste Pretreatment System...

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Transcript of APPENDIX A SUBSURFACE EXPLORATIONS · 2017. 7. 27. · Low-Activity Waste Pretreatment System...