Brown & Caldwell Re: Preliminary Geotechnical Investigation … S.pdf · Water Content and Unit Weight of Soil (ASTM D7263 Method B and D2216) Atterberg Limits (ASTM D4318) Particle‐Size

Intermountain GeoEnvironmental Services, Inc. 2702 South 1030 West, Ste 10, Draper, UT 84119 ~ T: (801) 270‐9400 ~ F: (801) 270‐9401

October 8, 2019

Brown & Caldwell

c/o Mr. Roger Greve

6975 South Union Park Center, Suite 490

Midvale, UT 84047

Re: Preliminary Geotechnical Investigation

North Davis Sewer District

Section 2 Sewer Replacement (5600 South)

Roy, Utah

INTRODUCTION

The following report presents a summary of our recent Geotechnical Investigation of the proposed

North Davis Sewer District (NDSD) Section 2 sewer line replacement beneath 5600 South (State Road

97) in Roy, Utah as agreed upon in Task Order 153089 dated March 26, 2019. It is our understanding

that the proposed replacement will consist of a 10‐12 inch PVC sewer pipe and several manholes along

the approximately 0.8‐mile section of 5600 South in the Roy, Utah. IGES was asked to evaluate the

nature of the site soils and provide recommendations for preparation of near surface soils to support

the proposed open‐cut installation of the sewer pipe and manholes.

To characterize the subsurface conditions, six soil borings were completed along the alignment of the

sewer line on 5600 South. A geologist from our South Salt Lake office conducted the site investigation

to observe the nature of subsurface soils and groundwater conditions as they pertain to the

installation of the proposed sewer line and manholes. Conditions within the soil borings were also

observed and evaluated to determine the engineering characteristics of the subsurface soils.

SURFACE CONDITIONS

The area investigated for the proposed 5600 South, roughly follows the alignment of an existing sewer

line. This investigation started on the western side of the Interstate 15 (I‐15) near the south‐bound

on ramp and continued west to the intersection of 5600 South and 2500 West; a lone exploration was

also completed near minor improvements proposed at the intersection of 5600 South and 2700 West.

All soil borings were completed within the asphalt roadway of 5600 South. Currently, the 5600 South

roadway provides access west of I‐15 to businesses and subdivisions in Roy and Hooper.

The estimated alignment of the existing/proposed sewer pipeline is shown on the Site

Vicinity/Geologic Map (Figure 1) and the Site Exploration Map (Figure 2) which accompany this letter.

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Copyright ©2019, IGES, Inc. L00414‐024 (5600 S).docx

GEOLOGIC AND GEOSEISMIC SETTING

The western most boring (B‐6) is located about 6.5 miles east of the Great Salt Lake within the

sediments of the former Lake Bonneville basin. According to the Geologic Map of the Roy Quadrangle

(Sack, 2005). As mapped by Sack, soils encountered during this investigation should consist of deltaic,

lacustrine and alluvial deposits of Holocene and Pleistocene age depending on their location along the

alignment. Soil types encountered during drilling were described as clay, silt and sand with a minor

gravel‐sized material. The soils encountered in the eastern to central part of the alignment were

described by Sack as sand dominated deltaic deposits of fine to medium sand and crossed by channel

deposits of gravel or sand and gravel. The soil encountered in the western part of the alignment are

described by Sack as being undifferentiated lacustrine and alluvial deposits of fine sand grading to

gravelly sands (Sack, 2005). The Site Vicinity/Geologic Map (Figure 1) shows the surficial geology,

alignment along 5600 South and the locations of soil borings B‐1 through B‐6.

Based on the US Geological Survey, Roy, Utah 7.5‐minute topographic map, the alignment is located

on the boundary of Sections 14 and 23, in Township 5 North and Range 2 West. The alignment

decreases in elevation from east to west. The eastern most soil boring (B‐1) has an approximate

elevation of 4535 feet above mean sea level (msl) and the western most soil boring (B‐6) has an

approximate elevation of 4400 feet above msl (USGS, 1990).

Faulting and Seismicity

There are no known active faults mapped that pass under or immediately adjacent to the Section 2

sewer alignment (Sack, 2005). A concealed fault is mapped on the Roy Geologic Map as being

approximately 2.5 miles to the west of the western most boring (Sack, 2005). The base of the Wasatch

Mountains and the Wasatch fault zone is mapped approximately 6.5 miles east of the eastern extent

of the Section 2 sewer alignment along the western flank of the Wasatch Mountains (Nelson and

Personius, 1993). Analyses of ground shaking hazard along the Wasatch Front suggests that the

Wasatch fault zone is the single greatest contributor to the seismic hazard in the region.

Other Geologic Hazards

Geologic hazards can be defined as naturally occurring geologic conditions or processes that could

present a danger to human life and property. These hazards must be considered before development

of the site. There are several hazards in addition to seismicity and faulting that, if present at the site,

should be considered in the design and construction of habitable structures and other critical

infrastructure. Potential hazards considered for this site include, liquefaction, seiche, problematic soil

or rock, and shallow groundwater.

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Liquefaction

Certain areas within the intermountain region also possess a potential for liquefaction during seismic

events. Liquefaction is a phenomenon whereby loose, saturated, granular soil deposits lose a

significant portion of their shear strength due to excess pore water pressure buildup resulting from

dynamic loading, such as that caused by an earthquake. Among other effects, liquefaction can result

in densification of such deposits causing rapid settlements of overlying layers after an earthquake as

excess pore water pressures are dissipated. In the case of a buried structure or utilities, increased

pore water pressures create excess uplift forces acting on the buried entity. The primary factors

affecting liquefaction potential of a soil deposit are: (1) level and duration of seismic ground motions;

(2) soil type and consistency; and (3) depth to groundwater. Soils that are very dense, unsaturated

(above groundwater), or contain greater than 15% clay by weight (Chinese Criteria) are not considered

susceptible to liquefaction (Youd et al., 2001). Effects of severe liquefaction can include sand boils,

excessive settlement and/or bearing capacity failures, lateral spreading and flow landsliding.

Identifying soils susceptible to liquefaction involves gaining an understanding of the local geology,

subsurface soil, and groundwater conditions.

A full assessment for the 5600 South alignment for liquefaction potential has not been performed and

would include a boring exploration extending to at least 40 feet below the site grade. Such exploration

is beyond the scope of work authorized.

In Utah, the locations most likely to contain liquefiable soils are along rivers, streams and lake

shorelines, as well as ancient river and lake deposits. Potentially liquefiable deposits are generally

restricted to late Pleistocene to Holocene sedimentary deposits. Based on these criteria and geologic

mapping, the Section 2 sewer line alignment on 5600 South is likely to be installed near or in

liquefiable deposits for at least some length. Referring to the "Liquefaction‐potential map for a part

of Weber County, Utah” (Anderson et. al., 1994) published by the Utah Geological Survey, most of the

proposed sewer alignment is in an area designated as “high” for liquefaction potential.

Based on field conditions observed and laboratory testing of samples collected, the soil deposits along

the proposed sewer alignment are variable, but do contain poorly‐graded sands with silt (SP‐SM) and

silty sands (SM) with low to moderate fines content moderate to low density. These cohesionless soils

are considered likely to liquefy during an earthquake if they are saturated at the time of an

earthquake. Saturated, cohesionless soils were encountered near anticipated pipe depth within the

westernmost explorations (B‐5 and B‐6) and may also be encountered at depths greater than those

encountered in the shallow explorations performed for this assessment. Vertical settlement of soil

deposits associated with liquefaction is considered probable in this portion of the sewer alignment

during an earthquake. Localized vertical settlement of pipelines may result in separation of pipes at

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joints but is generally not significant enough to shear piping. Anderson et al. (1994) indicated that for

Weber County, lateral spreading is the most likely form of liquefaction‐induced ground failure and

that lifelines (roads, utilities, etc.) are the improvements most susceptible to damage. Lateral

spreading because of soil liquefaction occurs on slope gradients ranging from approximately 0.5 to 5

percent. The overall slope of the ground surface along this portion of the alignment is less than .05

percent. At present, the horizontal and vertical extent of liquefiable soil deposits and the resulting

potential for permanent ground displacement during an earthquake are not known.

Problematic Soils and Rock

Problematic soils in Utah can occur as shrinking or swelling clays, hydro‐collapsible soils, organic peat,

andesite weathering to clay, amongst others. We did not encounter soils that exhibited visible signs

of hydro‐collapse potential. We do not anticipate significant organic (peat) deposits in the area. Given

the anticipated shallow depth of pipe installation, the planned excavation is not expected to

encounter bedrock.

SUBSURFACE INVESTIGATION

IGES Inc. completed six soil borings along the alignment between September 23 and 24, 2019 working

night hours due to traffic along 5600 South. Soil borings extended to depths of 16.0 and 16.5 feet

below ground surface (bgs). Exploration locations are shown on the attached Site Exploration Map,

Figure 2 in Appendix A. Soil borings were completed by ConeTec, Inc. utilizing a truck mounted CME

750 drill rig equipped with hollow stem augers. The conditions encountered in the boring were

observed and logged by an IGES field geologist and conditions encountered are presented in Appendix

A on the Boring Logs (Figures 3 through 8). The stratification lines shown on the enclosed Logs

represent the approximate boundary between soil types. A Key to Soil Symbols and Terminology is

located on Figure 9. Samples were collected and classified by the field geologist according to the

Unified Soil Classification System (USCS). Disturbed samples were obtained using a split spoon and

relatively undisturbed samples were obtained utilized a California type sampler. Representative

samples were packaged and transported to the IGES geotechnical laboratory in South Salt Lake City

for subsequent review and testing.

The observed subsurface conditions during the drilling of the three eastern most soil borings (B‐1

through B‐3) along the alignment were primarily medium dense Poorly Graded SAND with silt (SP‐

SM). The observed subsurface conditions during the drilling of the three western most soil borings (B‐

4 through B‐6) along the alignment were primarily loose to medium dense Silty SAND and SILT with

some interbedded medium‐stiff to hard CLAY. There was evidence of flowing sands near anticipated

pipe depth in the western part of the sewer alignment at B‐5 and B‐6.

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Based on observed soil moisture in soil from soil borings B‐1 through B‐4, groundwater was not

encountered in the majority of the alignment. However, groundwater was reported to be between

12.5 and 14.0 feet bgs, respectively in B‐5 and B‐6. Long‐term monitoring of groundwater was outside

the authorized scope and schedule of work; however, it should be noted that the depth to

groundwater will naturally fluctuate seasonally and annually with variations in precipitation, irrigation

and runoff. Given the late summer‐early fall time of our investigation, it is possible for groundwater

levels to rise 2‐3 feet above levels encountered during this study.

LABORATORY INVESTIGATION

Representative soil samples were tested in our laboratory following applicable standards to evaluate

engineering properties. These tests selected were completed to aid in characterizing the soils and

their pertinent engineering properties for design. Laboratory testing conducted during this

investigation include:

Water Content and Unit Weight of Soil (ASTM D7263 Method B and D2216)

Atterberg Limits (ASTM D4318)

Particle‐Size Distribution (ASTM D6913)

Direct Shear, 3 Point (ASTM 3080)

Corrosion Properties (AASHTO T 288, T289; ASTM D 4327, C 1580; EPA 300)

The results of the laboratory index testing are presented in the individual boring logs in Appendix A.

A summary table of the testing results and the laboratory data are included in Appendix B.

CONCLUSIONS AND RECOMMENDATIONS

Based on the subsurface conditions encountered at the site, it is our opinion that the site is suitable

for the proposed construction. Supporting data upon which the following recommendations are

based on information presented previously in this report. The general recommendations presented

herein are governed by the physical properties of the soils encountered in the field and laboratory

investigations.

Excavation

The soil and moisture conditions encountered during our investigation classify as OSHA Type C soils

because of the granular nature of the sand and gravels. For excavations deeper than 5 feet, the walls

of the excavation should be constructed with side slopes no steeper than one and one‐half horizontal

to one vertical (1.5H:1V). Further flattening of slopes may be necessary if shoring/shielding measures

are not implemented. To minimize additional disturbance of surrounding roads, utilities and existing

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structures, we anticipate that the use of temporary shoring or shielding is likely to provide protection

of persons, equipment and installed piping.

The contractor is ultimately responsible for trench and site safety. Pertinent OSHA requirements

should be met to provide a safe work environment. If site specific conditions arise that require

engineering analysis in accordance with OSHA regulations, IGES can respond and provide

recommendations as needed.

Shallow Groundwater

Soil moisture in the two borings ranged from slightly moist to wet and shallow groundwater of 12.5

and 14.0 feet bgs was encountered within the two western‐most soil borings (B‐5 and B‐6). Observed

moisture conditions in B‐1 through B‐4 were generally described as slightly‐moist and lacking enough

moisture that would indicate the presences of groundwater. Long‐term monitoring of groundwater

fluctuations was not performed as part of this work scope. We anticipate that our field investigation

was performed at a time of year when groundwater levels were falling, but not yet at their annual low

levels. Groundwater levels will fluctuate under normal, seasonal climatic cycles; they can rise several

feet from annual low levels, possibly creating additional concerns during construction even in areas

that may appear relatively dry during other times of the year. In the area of this project, the contractor

should anticipate dewatering of open trenches and excavations to maintain slope stability and

working conditions during open‐cut pipe installation. Design of dewatering measures is outside the

scope of our services. Sloping of trench floors will promote run‐off away from working areas and can

also provide a depression/collection point which will enhance the effectiveness of pumping efforts

from within the trenches.

Shoring Parameters

An average total unit weight of 115 pounds per cubic foot (pcf) was obtained for relatively undisturbed

soil samples. Based on laboratory field observations and laboratory test results, we recommend using

a friction angle of 30 degrees for shoring design for the upper 10‐15 feet of site soil.

Lateral Forces

Ultimate lateral earth pressures from natural soils and backfill acting against buried structures may

be computed from the lateral pressure coefficients presented in the following table.

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Lateral Earth‐pressure Coefficients

Earth Pressure Condition Lateral Pressure Coefficient

(symbol)

Active 0.33 (kA)

At‐rest 0.50 (kO)

Passive 3.00 (kp)

These coefficients assume level, on‐site native soil backfill with no buildup of hydrostatic pressures.

The force of the water should be added to the presented values where hydrostatic pressures are

anticipated during construction. Additionally, if sloping backfill is present, IGES should be consulted

to provide more accurate lateral pressure parameters once the design geometry is established.

Walls and structures allowed to rotate slightly should use the active condition. If the element is

constrained against rotation, the at‐rest condition should be used. These values should be used with

an appropriate factor of safety against overturning and sliding. Values of 2.0 and 1.5 for overturning

and sliding, respectively, are typically used.

For permanent earth retention or buried structures the pressure distribution of the dynamic

horizontal thrust may be closely approximated as an inverted triangle with stress decreasing with

depth, and the resultant acting at a distance approximately 0.6 times the loaded height of the

structure, measured upward from the bottom of the structure.

Trench Stabilization, Backfill and Compaction

It is possible that moderate to high moisture conditions will be encountered during construction.

Increased soil moisture could result from rising groundwater, increased precipitation, run‐off or

irrigation in the project area. Precautions should be taken to protect open excavations from potential

off‐site run‐on during storm events. Should such events occur, they could result in soft or pumping

soils and equipment or personnel mobility challenges within the relatively loose silty sand, silt or clay

soil types encountered during our investigation. When encountered, soft/pumping soils should be

dewatered and stabilized prior to placement and compaction of bedding material and backfill.

Stabilization of the subgrade soils can be accomplished using a clean, coarse angular material worked

into the loose or soft subgrade.

We recommend the material utilized for subgrade stabilization be greater than 2‐inches in nominal

diameter, but less than 6 inches. Crushed, angular rock is generally preferred for stabilization efforts;

rounded “river rock” is not recommended for stabilization material. Locally available pit‐run gravel

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may be suitable but should contain a high percentage of particles larger than 2 inches and have less

than 10 percent fines (material passing the No. 200 sieve). Pit‐run gravel may not be as effective as a

course, angular material in stabilizing the loose or soft soils and will likely require more material be

placed. The stabilization material should be worked (pushed) into the soft or loose subgrade soils until

a firm unyielding surface is established. Once a firm, unyielding surface is achieved, the area may be

brought to final design grade using compacted granular backfill.

Stabilization using the relatively large diameter crushed rock as outlined in the previous paragraph

assumes that no other materials would be used. If this option is selected, additional excavation depth

may be required to allow for placement of suitable thickness of bedding material prior to compaction

of bedding, shading and other backfill soils. Alternately, stabilization options using geotextile fabric

may be utilized in conjunction with smaller diameter soil/rock to facilitate stabilization of the trench

floor. Geotextile may allow for a reduction in the thickness of stabilization materials needed and allow

for suitable bedding material to assist in stabilization efforts.

All pipe bedding and shading fills should be placed and compacted to the requisite APWA standards

and specifications. Excavations in landscape areas or other non‐pavement areas above the piping

envelop (bedding and shade) should be backfilled and compacted to approximately 90 percent of the

Maximum Dry Density (MDD) as determined by ASTM D‐1557 (Modified Proctor). Below pavement

sections or structures, backfill above the piping envelope should be compacted to 95% of the MDD.

These are general recommendations and the contractor should also be aware of Roy City, Davis

County, NDSD and UDOT requirements for pavement and subgrade thickness, gradation, compaction

and testing for rehabilitation/replacement of pavement sections disturbed during construction. If

there is a conflict between our recommendations and the applicable municipality standards, the most

stringent requirements should govern.

Backfill Placement and Compaction

If utilized, any fill placed for the support of structures, flatwork or pavements, should consist of

structural fill. Structural fill may be comprised of native granular soils and meet the AASHTO

requirement of an A‐2‐7 soil or better. Structural fill should be placed and be appropriately moisture

conditioned and compacted. Structural fill should be free of vegetation, debris, and contain no rocks

larger than 3 inches in nominal size (4 inches in greatest dimension).

All utility trenches backfilled below pavement sections, curb and gutter and concrete flatwork, should

be backfilled with road base compacted to at least 95 percent of the MDD as determined by AASHTO

T 180. All other trenches, including landscape areas, should be backfilled and compacted to

approximately 90 percent of the MDD.

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Soil Corrosion and Chemistry

Laboratory test results on two soil samples indicate that in‐situ soils have low potential for sulfate

attack to concrete with sulfate contents measured to 9.97 and 10.2 ppm. Laboratory‐measured

electrical resistivity on two soil samples (1,489 and 5,625 Ω‐cm) indicates a moderate potential for

corrosion for steel that is in direct contact with native soils.

Based on soil results of chemical testing, Type II cement or better may be used for any planned

concrete elements of construction that will be in contact with native soils. Resistivity testing results

indicated that native soils at the site should only be corrosive to steel. If desired, a qualified corrosion

engineer may be retained for further evaluation if necessary; specifically, in the design any steel or

steel fittings that will be in direct contact with native soil.

Pipe Deflection ‐ E’ Values

Vertical deflection of installed pipeline is largely a function of the embedment material selected and

the degree to which it is compacted above/around the pipe. Following the recommendation and

methods specified by Howard (2015) values of E’ (Modulus of Soil Reaction) are provided below for

use in calculation of pipe deflection by others. These values should be used only with the Reclamation

Equation presented in Howard (2015) for estimation of vertical deflection; noting that horizontal

deflection is generally 25% to 50% of the vertical deflection.

Backfill properties could vary along the alignment depending on the use of native/imported material

as backfill and native soil conditions in the exposed trench side walls. General backfill above the pipe

zone can largely be ignored in estimating pipe deflection. We recommend that native soils are

excluded from placement within the pipe zone. The width of trench, distance between installed pipe

and native soils must also be considered in estimating pipe deflection. If trench walls will be more

than two pipe diameters from the installed piping at the spring‐line (total trench width > 5x pipe

diameter), E’b values for compacted embedment soils may be used in estimating pipe deflection.

For imported granular embedment materials consisting of Sands and Gravels having less than 12%

fines, an E’b value of 2,000 psi should be used. If imported granular backfill contains 13% or more

fines a value of 1,000 psi should be used. All the ‘compacted’ values given above assume a degree of

compaction greater than 90% of the maximum dry unit weight measured by ASTM D‐698 or AASHTO

T‐99 (Standard Proctor). If the trench sidewalls are closer than two pipe‐diameters, a composite E’

value must be calculated using E’n/E’b and the ratio or trench width to pipe diameter (B/D) as outlined

in Howard (2015). At present, we are not sure the design pipe depth, but based on current pipe depth

(which is being replaced) we assume it will be greater than 8‐feet below grade in most of the

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alignment. Based on our field exploration and the current design plans that illustrate pipe depth along

the alignment, we recommend that E’n values shown in the following table be used to represent

existing native sand or clay trench sidewalls to determine a composite E’ value.

Soil Type

Unconfined

Compressive Strength

(Ton/ft2)

Minimum SPT

Blowcount, N

(blows/ft)

Recommended E’n

(lb/in2)

Native SANDS (SP‐SM,

SM) n/a 3 1,000

LIMITATIONS AND CLOSURE

The concept of risk is a significant consideration of geotechnical analyses. The analytical means and methods used in performing geotechnical analyses and development of resulting recommendations do not constitute an exact science. Analytical tools used by geotechnical engineers are based on limited data, empirical correlations, engineering judgment and experience. As such, the solutions and resulting recommendations presented in this report cannot be considered risk‐free and constitute IGES’s best professional opinions and recommendations based on the available data and other design information available at the time they were developed. IGES has developed the preceding analyses, recommendations and designs, at a minimum, in accordance with generally accepted professional geotechnical engineering practices and care being exercised in the project area at the time our services were performed. No warrantees, guarantees or other representations are made.

The information contained in this report is based on limited field testing and understanding of the project. The subsurface data used in the preparation of this report were obtained largely from the explorations made for this project. It is very likely that variations in the soil, rock, and groundwater conditions exist between and beyond the points explored. The nature and extent of the variations may not be evident until construction occurs and additional explorations are completed. If any conditions are encountered at this site that are different from those described in this report, IGES must be immediately notified so that we may make any necessary revisions to recommendations contained in this report. In addition, if the scope of the proposed construction or grading changes from those described in this report, our firm must also be notified.

This report was prepared for our client’s exclusive use on the project identified in the foregoing. Use of the data, recommendations or design information contained herein for any other project or development of the site not as specifically described in this report is at the

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user’s sole risk and without the approval of IGES, Inc. It is the client's responsibility to see that all parties to the project including the designer, contractor, subcontractors, etc. are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk.

We recommend that IGES be retained to review the final design plans, grading plans and specifications to determine if our engineering recommendations have been properly incorporated in the project development documents. We also recommend that IGES be retained to evaluate construction performance and other geotechnical aspects of the projects as construction initiates and progresses through its completion.

Additional Services

The recommendations made in this report are based on the assumption that an adequate program of tests and observations will be made during the construction. IGES staff should be on site to verify compliance with these recommendations. These tests and observations should include, but not necessarily be limited to, the following:

Observations and testing during site preparation, earthwork and structural fill

placement.

Consultation as may be required during construction.

Review of compaction testing, and plans and specifications to assess compliance with

our recommendations.

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References

Anderson, L.R., Keaton, J.R., and Eldredge, S.N., 1994, Liquefaction‐potential map for a part of Weber County, Utah: Utah Geological Survey Public Information Series 27, 2 p., scale 1:200,000.

Nelson, A.R. and Personius, S.F., Surficial Geologic Map of the Weber Segment, Wasatch Fault Zone, Weber and Davis Counties, Utah. Information Map IMP 2199, 1993.

Howard, Amster K., 2015, Pipeline Installation 2.0, Relativity Publishing

United States Geological Survey, Roy 7.5’ Quadrangle, Davis and Weber Counties 7.5 Minutes Series (Topographic) Map, 1990.

Sack, D., Geologic Map of the Roy7.5’ Quadrangle, Davis and Weber Counties County, Utah, Utah Geological Survey Miscellaneous Publications, Map MP‐05‐03, 2005.

APPENDIX A

5600 SouthHill

A.F.B.

Geotechnical InvestigationNDSD Section 2 Sewer ReplacementRoy, Utah

1:18,000

0 1,500 3,000750Feet

Site Vicinity/Geologic Map 1Figureµ

Project: 00414-024

BASE MAP: Geologic Map of the Roy 7.5' QuadrangleWeber & Davis Counties, Utah, Sack, Dorothy (2005)Utah Geological Survey MP-05

LegendNDSD Section 2 Sewer

Site Location

§¦15

!?!?!?!?!?!? 5600 South

2700

Wes

t

2500

Wes

t

Inters

tate 1

5

HillA.F.B.

2200

Wes

t

1900

Wes

t UTA F

rontru

nner

B-6 B-5 B-4 B-3 B-2 B-1

Geotechnical InvestigationNDSD Section 2 Sewer ReplacementRoy, Utah

1:6,000

0 500 1,000250Feet

Site Exploration Map 2Figureµ

Project: 00414-024

BASE MAP: Utah, 2018 National Aerial Imagery ProgramUtah AGRC, WMTS

Legend!? Exploration Location (Approx)

NDSD Section 2 Sewer

Site Location

§¦15

STARTED:

COMPLETED:

BACKFILLED:

Geotechnical ExplorationNDSD Section 2 Sewer ReplacementRoy, Utah

- MEASURED

0

5

10

15

Bottom of Boring @ 16 Feet

Backfilled with soil cuttings andasphalt cold patch

Groundwater not encountered

Poorly Graded SAND with silt -medium dense, moist, dark brown

Poorly Graded SAND with silt - loose,moist, dark brown

Poorly Graded SAND with silt -medium dense, moist, dark brown

Poorly Graded SAND with silt - loose,moist, dark brown

Poorly Graded SAND with silt andgravel - loose, moist, dark brown

Poorly Graded GRAVEL with clayand sand - dense, moist, dark brown,gravel clasts up to ~3/4 inch

N1(60) - NORMALIZED CORRECTED BLOW COUNT (BLOWS PER FOOT)

FE

ET

Liq

uid

Lim

it

N

102

ME

TE

RS

B. ForbesTrack mounted CME 750HSA

IGES Rep:Rig Type:Boring Type: B-1

NOTES:

Pla

stic

ity

Inde

x

Sheet 1 of 1

Roadbase Fill Material

7

8

18

8

18

8

10

56

100

6

4812

SP-SM

SP-SM

SP-SM

SP-SM

SP-SM

68810

Asphalt

467

469

333

41616

GP-GC

N1(60)

Figure

WATER LEVEL

DEPTH

9/24/19

9/24/19

9/24/19

GR

AP

HIC

AL

LO

G

SAMPLE TYPE

- ESTIMATEDBO

RIN

G L

OG

LA

T L

ON

G N

160

004

14-0

24 G

INT

.GP

J I

GE

S.G

DT

10/

8/19

Moi

stur

e C

onte

nt %

DA

TE

Per

cent

min

us 2

00

BORING NO:

-112.02356°S

AM

PL

ES Liquid

Limit

Moisture Contentand

Atterberg LimitsLATITUDE 41.16162°

3

Project Number: 00414-024

0

1

2

3

4

5

LOCATION

- 2" O.D./1.38" I.D. SPLIT SPOON SAMPLER- 3.25" O.D./2.42" I.D. U SAMPLER- 3" O.D. THIN-WALLED SHELBY SAMPLER- GRAB SAMPLE- 3" O.D./2.38" I.D. CALIFORNIA SAMPLER- 2.5" O.D./1.88" I.D. MOD. CAL. SAMPLER

PlasticLimit

ELEVATION (FT)

N - OBSERVED UNCORRECTED BLOW COUNT

-Latitude and longitude estimated-ConeTec Reported Hammer E: 79.2%

WA

TE

R L

EV

EL

Copyright (c) 2019, IGES, INC.

MoistureContent

Dry

Den

sity

(pcf

)

MATERIAL DESCRIPTION102030405060708090 102030405060708090U

NIF

IED

SO

ILC

LA

SS

IFIC

AT

ION

LONGITUDE

SPT BLOW COUNT

Bottom of Boring @ 16 Feet

Asphalt

STARTED:

COMPLETED:

BACKFILLED:


- MEASURED

ME

TE

RS



Poorly Graded SAND with silt -medium dense, moist, moderateyellowish brown

Poorly Graded SAND with silt - loose,moist, moderate yellowish brown


Poorly Graded SAND with silt - loose,moist, moderate yellowish brown

Poorly Graded SAND with clay -medium dense, slightly moist tomoist, brown to dark brown

Poorly Graded SAND with silt -medium dense, slightly moist, darkbrown

FE

ET


Liq

uid

Lim

it

N

101



NOTES:

Pla

stic

ity

Inde

x

0

5

10

15


105

23

7

25

10

22

14

5

5911

SP-SM

SP-SM

SP-SM

SP-SM

SP-SC

491011

6911

5911

5726

653

SP-SM

Figure

WATER LEVEL

DEPTH

SAMPLE TYPE

N1(60)

Sheet 1 of 1

GR

AP

HIC

AL

LO

G

- ESTIMATEDBO

RIN

G L

OG

LA

T L

ON

G N

160

004

14-0

24 G

INT

.GP

J I

GE

S.G

DT

10/

8/19

Moi

stur

e C

onte

nt %

DA

TE

Per

cent

min

us 2

00

BORING NO:

-112.02747°S

AM

PL

ES

4

LiquidLimit

Moisture Contentand


PlasticLimit


WA

TE

R L

EV

EL

LOCATION


ELEVATION (FT)




MoistureContent

Dry

Den

sity

(pcf

)

0

1

2

3

4

5

102030405060708090MATERIAL DESCRIPTION

UN

IFIE

D S

OIL

CL

AS

SIF

ICA

TIO

N

LONGITUDE

9/24/19

9/24/19

9/24/19

SPT BLOW COUNT102030405060708090



- MEASURED


Poorly Graded SAND with clay -medium dense, slightly moist, lightbrown to moderate brown

Poorly Graded SAND with silt -medium dense, slightly moist, lightbrown



Poorly Graded SAND with gravel -loose, moist, dark brown

Poorly Graded SAND with silt andgravel - medium dense, moist, darkbrown

Roadbase Fill MaterialAsphalt

Bottom of Boring @ 16.5 Feet

B-3

Liq

uid

Lim

it

N

Sheet 1 of 1


STARTED:

COMPLETED:

BACKFILLED:

IGES Rep:Rig Type:Boring Type:

NOTES:

Pla

stic

ity

Inde

x

0

5

10

15

ME

TE

RS

101

64

5

9

20

11

12

7

14

935913

SP-SC

SP-SM

SP-SM

SP-SM

SP

SP-SM

589

544

447

444

51014


Figure

WATER LEVEL

DEPTH

SAMPLE TYPE

WA

TE

R L

EV

EL

GR

AP

HIC

AL

LO

G

N1(60)

- ESTIMATEDBO

RIN

G L

OG

LA

T L

ON

G N

160

004

14-0

24 G

INT

.GP

J I

GE

S.G

DT

10/

8/19

Moi

stur

e C

onte

nt %

DA

TE

Per

cent

min

us 2

00

BORING NO:

-112.03135°S

AM

PL

ES Liquid

Limit

Moisture Contentand


5


LOCATIONELEVATION (FT)

0

1

2

3

4

5




LONGITUDE


MoistureContent

Dry

Den

sity

(pcf

)

102030405060708090

PlasticLimit

UN

IFIE

D S

OIL

CL

AS

SIF

ICA

TIO

N

FE

ET

102030405060708090

9/24/19

9/24/19

9/24/19

SPT BLOW COUNTMATERIAL DESCRIPTION

NP




Silty SAND - dense, moist, brown

SILT with sand - very stiff, slightlymoist to moist, brown

Silty SAND - medium dense, moist,brown

Sandy Lean CLAY - very stiff, moist,brown

Clayey SAND with gravel - mediumdense, moist, brown; poor recovery,gravel caught cone of sampler tracerecovery

Poorly graded SAND with silt -medium dense, moist, brown

SM

Asphalt

SM





NOTES:

Pla

stic

ity

Inde

x

0

5

10

15

ME

TE

RS

STARTED:

COMPLETED:

BACKFILLED:


- MEASURED

CL

113

15 15

12

6

ML

29

24

18

17

19

NP

96

101

SC

SP-SM

61215

111512

5711

6915

364

91712

8 34

SA

MP

LE

S

6

-112.03477°

BORING NO:

Per

cent

min

us 2

00

Moi

stur

e C

onte

nt %

LOCATION

BO

RIN

G L

OG

LA

T L

ON

G N

160

004

14-0

24 G

INT

.GP

J I

GE

S.G

DT

10/

8/19

Sheet 1 of 1

GR

AP

HIC

AL

LO

G

WA

TE

R L

EV

EL

DA

TE

LiquidLimit

Moisture Contentand


- ESTIMATED

Figure

WATER LEVEL

DEPTH

SAMPLE TYPE

N1(60)


9/23/19

9/23/19

9/24/19 Project Number: 00414-024

PlasticLimit


SPT BLOW COUNTFE

ET

Liq

uid

Lim

it

N102030405060708090

MoistureContent

Dry

Den

sity

(pcf

)

102030405060708090UN

IFIE

D S

OIL

CL

AS

SIF

ICA

TIO

N

LONGITUDE

MATERIAL DESCRIPTION0

1

2

3

4

5


ELEVATION (FT)


Lean CLAY with sand and gravel -hard, slightly moist, moderateyellowish brown



Groundwater estimated at 12.5 feet

Silty SAND - very loose - wet, darkyellowish brown - flowing, Norecovery with U Sampler, collectedgrab sample with Split Spoon

Sandy SILT with gravel - stiff, moistto slightly wet, dark yellowishbrown

Poorly Graded GRAVEL with clayand sand - medium dense, slightlymoist, moderate yellowish brown -gravel +2 inches

SILT with sand - hard, slightly moist,brown, gravel <10%


SILT with sand - medium stiff, wet,brown - fine sand

0

5

10

15

Sheet 1 of 1




Pla

stic

ity

Inde

x

110

ME

TE

RS

STARTED:

COMPLETED:

BACKFILLED:


- MEASURED

5025

9

10

0

6

11

89

27

68

104

92019

SM

ML

ML

CL

GP-GC

ML

211

232

688

111921

NOTES:

253721

Figure

WATER LEVEL

DEPTH

SAMPLE TYPE

N1(60)

LOCATION

GR

AP

HIC

AL

LO

G

WA

TE

R L

EV

EL

BO

RIN

G L

OG

LA

T L

ON

G N

160

004

14-0

24 G

INT

.GP

J I

GE

S.G

DT

10/

8/19

Moi

stur

e C

onte

nt %

DA

TE

Per

cent

min

us 2

00

BORING NO:

-112.03927°S

AM

PL

ES

- ESTIMATED

LiquidLimit

Moisture Contentand

Atterberg LimitsLATITUDE 41.16167° ELEVATION (FT)

7




PlasticLimit

SPT BLOW COUNT

9/23/19

9/23/19

9/24/19F

EE

T

Liq

uid

Lim

it

N102030405060708090


MoistureContent

Dry

Den

sity

(pcf

)

102030405060708090UN

IFIE

D S

OIL

CL

AS

SIF

ICA

TIO

N

LONGITUDE

MATERIAL DESCRIPTION


0

1

2

3

4

5

Poorly Graded SAND with clay andtrace gravel - dense, slightly moist,moderate yellowish brown to darkbrown - trace organics



Groundwater estimated at 14 feet

Silty SAND - very loose, moist,moderate yellowish brown

- MEASURED

Clayey SAND - medium dense,slightly moist, brown - trace gravelup to 3/4 inch

Sandy Lean CLAY with gravel - hard,slightly moist, dark brown

Gravelly Lean CLAY with sand - verystiff, dry to slightly moist, darkbrown - gravel up to ~3/4"


SILT - medium stiff, moist to wet,dark yellowish brown - flowing

Sheet 1 of 1



IGES Rep:Rig Type:Boring Type:

NOTES:

0

5

10

15

ME

TE

RS

STARTED:

COMPLETED:

BACKFILLED:


116

279

9

9

4

3

49

25

61

34

95

116

92019

B-6

ML

SM

SP-SC

SC

CL

CL

331

343

71225

101718

111922

Figure

WATER LEVEL

DEPTH

SAMPLE TYPE

N1(60)

LOCATION

Pla

stic

ity

Inde

x

GR

AP

HIC

AL

LO

G

WA

TE

R L

EV

EL

BO

RIN

G L

OG

LA

T L

ON

G N

160

004

14-0

24 G

INT

.GP

J I

GE

S.G

DT

10/

8/19

Moi

stur

e C

onte

nt %

DA

TE

Per

cent

min

us 2

00

BORING NO:

-112.04497°S

AM

PL

ES

- ESTIMATED

LiquidLimit

Moisture Contentand



8



PlasticLimit

SPT BLOW COUNT

9/23/19

9/23/19

9/24/19F

EE

T

Liq

uid

Lim

it

N

ELEVATION (FT)LONGITUDE

UN

IFIE

D S

OIL

CL

AS

SIF

ICA

TIO

N102030405060708090

MATERIAL DESCRIPTION

Dry

Den

sity

(pcf

)

0

1

2

3

4

5

MoistureContent

- 2" O.D./1.38" I.D. SPLIT SPOON SAMPLER- 3.25" O.D./2.42" I.D. U SAMPLER- 3" O.D. THIN-WALLED SHELBY SAMPLER- GRAB SAMPLE- 3" O.D./2.38" I.D. CALIFORNIA SAMPLER- 2.5" O.D./1.88" I.D. MOD. CAL. SAMPLERCopyright (c) 2019, IGES, INC.

102030405060708090

UNIFIED SOIL CLASSIFICATION SYSTEM

MAJOR DIVISIONS uses TYPICAL SYMBOL DESCRIPTIONS LOG KEY SYMBOLS

'':'I WELL-GRADED GRAVELS, GRAVEL-SAND

CLEAN GRAVELS i GW

MIXTURES WITH LITTLE OR NO FINES

BGRAVELS BORING

TEST-PIT WITH LITTLE , POORLY-GRADED GRAVELS, GRAVEL-SANC SAMPLE LOCATION SAMPLE LOCATION

(More than half of OR NO FINES - GP MIXTURES WITH LITTLE OR NO FINES coarse fraction

is larger than SILTY GRAVELS, GRAVEL-SILT-SAND

COARSE the #4 sieve) GRAVELS GM MIXlURES

GRAINED WITH OVER sz SOILS 12% FINES GC

CLAYEY GRAVELS, GRAVEL-SAND-CLAY I WATER LEVEL WATER LEVEL MIXTURES - (level after completion) - (level where first encountered)

--

(More than half

of material .

WELL-GRADED SANDS, SAND-GRAVEL is larger than CLEAN SANDS SW

the #200 sieve) WITH LITTLE MIXTURES WITH LITTLE OR NO FINES

OR NO FINES CEMENTATION SANDS

::··::::

POORLY-GRADED SANDS, SAND-GRAVEL SP

MIXTURES WITH LITTLE OR NO FINES DESCRIPTION DESCRIPTION (More than half of

coarse fraction .. SIL TY SANOS, SANO-GRAVEL-SILT WEAKLY CRUMBLES OR BREAKS WITH HANDLING OR SLIGHT FINGER PRESSURE is smaller than SM

MIXTURES

the #4 sieve) SANDS WITH .. MODERATELY CRUMBLES OR BREAKS WITH CONSIDERABLE FINGER PRESSURE OVER 12% FINES

CLAYEY SANDS SC STRONGLY WILL NOT CRUMBLE OR BREAK WITH FINGER PRESSURE SAND-GRAVEL-CLAY MIXTURES

INORGANIC SILTS & VERY FINE SANDS, OTHER TESTS KEY ML SIL TY OR CLAYEY FINE SANDS,

CLAYEY SIL TS WITH SLIGHT PLASTICITY C CONSOLIDATION SA SIEVE ANALYSIS SILTS AND CLAYS INORGANIC CLAYS OF LOW TO MEDIUM AL ATTERBURG LIMITS DS DIRECT SHEAR

CL PLASTICITY, GRAVELLY CLAYS, UC UNCONFINED COMPRESSION T TRIAXIAL (Liquid limit less than 50) SANDY CLAYS, SIL TY CLAYS, LEAN CLAYS

s SOLUBILITY R RESISTIVITY FINE GRAINED OL

ORGANIC SILTS & ORGANIC SIL TY CLAYS 0 ORGANIC CONTENT RV R-VALUE SOILS == OF LOW PLASTICITY CBR CALIFORNIA BEARING RATIO SU SOLUBLE SULFATES

INORGANIC SILTS, MICACEOUS OR COMt-' MOISTURE/DENSITY RELATIONSHIP PM PERMEABILITY

(More than half MH Cl CALIFORNIA IMPACT -200 % FINER THAN #200

of material DIATOMACEOUS FINE SAND OR SILT

is smaller than COL COLLAPSE POTENTIAL Gs SPECIFIC GRAVITY SILTS AND CLAYS the #200 sieve) CH

INORGANIC CLAYS OF HIGH PLASTICITY, ss SHRINK SWELL SL SWELL LOAD (Liquid limit greater than 50)

FAT CLAYS

;. ORGANIC CLAYS & ORGANIC SILTS

OH OF MEDIUM-TO-HIGH PLASTICITY

MODIFIERS "' PEAT, HUMUS, SWAMP SOILS DESCRIPTION % HIGHLY ORGANIC SOILS t PT WITH HIGH ORGANIC CONTENTS il TRACE <5

SOME 5-12

WITH >12 MOISTURE CONTENT

DESCRIPTION FIELD TEST GENERAL NOTES 1. Lines separating strata on the logs represent approximate boundaries only.

DRY ABSENCE OF MOISTURE, DUSTY. DRY TO THE TOUCH Actual transitions may be gradual. MOIST DAMP BUT NO VISIBLE WATER

2. No warranty is provided as to the continuity of soil conditions between WET VISIBLE FREE WATER, USUALLY SOIL BELOW WATER TABLE individual sample locations.

STRATIFICATION 3. Logs represent general soil conditions observed at the point of exploration

DESCRIPTIO THICKNESS DESCRIPTION THICKNESS on the date indicated.

SEAM 1/16-1/2"' OCCASIONAL ONE OR LESS PER FOOT OF THICKNESS 4. In general, Unified Soil Classification designations presented on the logs were evaluated by visual methods only. Therefore, actual designations (based

LAYER 1/2 -12"' FREQUENT MORE THAN ONE PER FOOT OF THICKNESS on laboratorv tests) mav varv.

APPARENT/ RELATIVE DENSITY - COARSE-GRAINED SOIL

APPARENT SPT MODIFIED CA. CALIFORNIA RELATIVE DENSITY (blows/ft) r r DEfttITY FIELD TEST

VERY LOOSE <4 <4 <5 0-15 EASILY PENETRATED WITH 1/2-INCH REINFORCING ROD PUSHED BY HAND

LOOSE 4-10 5-12 5-15 15-35 DIFFICULT TO PENETRATE WITH 1/2-INCH REINFORCING ROD PUSHED BY HAND

MEDIUM DENSE 10-3 0 12 -35 15-40 35-65 EASILY PENETRATED A FOOT WITH 1/2-INCH REINFORCING ROD DRIVEN WITH 5-LB HAMMER

DENSE 3 0-50 35-60 40-70 65-85 DIFFICULT TO PENETRATED A FOOT WITH 1/2-INCH REINFORCING ROD DRIVEN WITH 5-LB HAMMER

VERY DENSE >50 >60 >70 85-100 PENETRATED ONLY A FEW INCHES WITH 1/2-INCH REINFORCING ROD DRIVEN WITH 5-LB HAMMER

CONSISTENCY - TORVANE POCKET FINE-GRAINED SOIL PENETROMETER

FIELD TEST

SPT UNTRAINED UNCONFINED CONSISTENCY SHEAR COMPRESSIVE (blows/ft) STRENGTH (ts!) STRENGTH (ts!)

VERY SOFT <2 <0.125 <0. 25 EASILY PENETRATED SEVERAL INCHES BY THUMB. EXUDES BETWEEN THUMB AND FINGERS WHEN SQUEEZED BY HAND.

SOFT 2 -4 0.125- 0. 25 0. 25- 0.5 EASILY PENETRATED ONE INCH BY THUMB. MOLDED BY LIGHT FINGER PRESSURE.

MEDIUM STIFF 4-8 0.25- 0.5 0.5-1.0 PENETRATED OVER 1/2 INCH BY THUMB WITH MODERATE EFFORT. MOLDED BY STRONG FINGER PRESSURE.

STIFF 8 -15 0.5-1.0 1.0- 2 .0 INDENTED ABOUT 1/2 INCH BY THUMB BUT PENETRATED ONLY WITH GREAT EFFORT.

VERY STIFF 15-3 0 1.0- 2 .0 2 .0-4.0 READILY INDENTED BY THUMBNAIL.

HARD >3 0 > 2 .0 >4.0 INDENTED WITH DIFFICULTY BY THUMBNAIL. Figure

IGEs· 9 IGES Inc. Project No.: 00414-024

Copyright (c) 2019, IGES, Inc.

APPENDIX B

Geotechnical Exploration Project Number: 00414‐024

Gravel Sand Fines

> No. 4 & > No. 200

< 3" & < No. 4 Effective CohesionEffective Friction

Angle

ID (ft) (pcf) (%) (%) (%) (%) (%) (%) (psf) (degrees) (ppm) (ppm) (ohm‐cm) (#)B‐1 7.5 101.7 6.0 ‐ ‐ ‐ ‐ ‐ 64 32 ‐ ‐ ‐ ‐B‐1 9.0 ‐ ‐ 0.0 93.1 6.9 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐1 12.5 99.6 8.2 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐2 5.0 101.2 5.3 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐2 9.0 ‐ 4.8 0.0 90.1 9.9 ‐ ‐ ‐ ‐ 9.97 111 1489 9.06B‐3 5.0 101.2 5.4 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐3 10.0 92.5 4.2 0.0 94.2 5.8 ‐ ‐ 0 36 ‐ ‐ ‐ ‐B‐4 2.5 113.0 5.7 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐4 7.5 101.1 12.1 ‐ ‐ ‐ NP NP ‐ ‐ ‐ ‐ ‐ ‐B‐4 12.5 95.9 15.0 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐4 15.0 ‐ 7.9 0.0 66 34 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐5 5.0 110.3 9.6 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐5 10.0 103.6 9.3 ‐ ‐ ‐ ‐ ‐ 85 36 ‐ ‐ ‐ ‐B‐5 15.0 ‐ 25.3 N/P N/P 49.9 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐6 2.5 115.6 9.0 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐6 7.5 115.7 8.5 ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐B‐6 12.5 94.6 9.3 2.6 70.1 27.3 ‐ ‐ ‐ ‐ 10.2 84.5 5625 8.73

NP ‐ Non PlasticN/P ‐ Test Not Performed

SUMMARY OF LABORATORY TEST RESULTS TABLE

< No. 200

Drained Direct ShearCorrosionAtterberg Limits

DepthWater Content

Dry Density

Sample Location Plasticity

IndexLiquid Limit

pHSoluble SulfateSoluble Chloride

Resistivity Minimum

1 of 1

Water Content and Unit Weight of Soil(In General Accordance with ASTM D7263 Method B and D2216) © IGES 2004, 2019

Project:No:

Location:Date:

By:

Boring No. B-1 B-1 B-2 B-2 B-3 B-3 B-4 B-4

Sample:Depth: 7.5' 12.5' 5.0' 9.0' 5.0' 10.0' 2.5' 7.5'

Sample height, H (in) 2.998 5.033 5.045 5.027 2.996 4.998 5.056

Sample diameter, D (in) 2.419 2.407 2.408 2.405 2.419 2.402 2.406

Sample volume, V (ft3) 0.0080 0.0133 0.0133 0.0132 0.0080 0.0131 0.0133

Mass rings + wet soil (g) 523.85 875.85 869.61 863.85 481.51 710.41 684.13

Mass rings/tare (g) 133.71 228.07 226.61 224.38 133.23 0.00 0.00

Moist soil, Ws (g) 390.14 647.78 643.00 639.47 348.28 710.41 684.13Moist unit wt., m (pcf) 107.87 107.75 106.62 106.68 96.36 119.50 113.38

Wet soil + tare (g) 429.11 355.02 436.71 123.61 969.89 357.93 469.26 442.61

Dry soil + tare (g) 411.79 337.40 420.76 119.71 936.94 348.50 450.80 408.05Tare (g) 125.04 121.49 122.21 38.33 330.85 122.34 127.17 123.45

6.0 8.2 5.3 4.8 5.4 4.2 5.7 12.1101.7 99.6 101.2 101.2 92.5 113.0 101.1

Entered by:___________

Reviewed:___________ Z:\PROJECTS\00414_Brown_Caldwell\024_NDSD_Outfall_Phase_3\II\[MDv1.xlsx]1

EZ/EH/BRR

GTI - NDSD00414-024 (II)5600 South (Roy)10/2/2019

Dry Unit Wt., d (pcf)

Sam

ple

Info

.U

nit W

eigh

t Inf

o.W

ater

C

onte

nt

Water Content, w (%)

Water Content and Unit Weight of Soil(In General Accordance with ASTM D7263 Method B and D2216) © IGES 2006, 2019

Project:No:

Location:Date:

By:

Boring No. B-4 B-4 B-5 B-5 B-5 B-6 B-6 B-6

Sample

Depth 12.5' 15.0' 5.0' 10.0' 15.0' 2.5' 7.5' 12.5'

Split No No No Yes No No No YesSplit sieve No.4 No.4

Total sample (g) 831.10 761.08

Moist coarse fraction (g) 202.01 18.90Moist split fraction (g) 629.09 742.18

Sample height, H (in) 4.014 4.018 6.030 4.020 4.010 6.002

Sample diameter, D (in) 2.414 2.421 2.417 2.414 2.419 2.422

Mass rings + wet soil (g) 714.12 768.71 1095.36 787.79 788.42 1017.76

Mass rings/tare (g) 182.02 181.99 273.07 179.12 180.85 267.33Moist unit wt., m (pcf) 110.3 120.8 113.2 126.0 125.6 103.4

Wet soil + tare (g) 325.73 146.95

Dry soil + tare (g) 322.09 146.02

Tare (g) 123.72 128.10Water content (%) 1.8 5.2

Wet soil + tare (g) 658.34 679.37 704.42 249.93 779.54 582.52 692.39 250.15

Dry soil + tare (g) 588.93 645.77 653.53 236.43 655.79 544.93 647.76 239.54

Tare (g) 127.24 221.79 123.65 123.65 166.04 126.68 123.58 126.72Water content (%) 15.0 7.9 9.6 12.0 25.3 9.0 8.5 9.4

15.0 7.9 9.6 9.3 25.3 9.0 8.5 9.395.9 110.3 103.6 115.6 115.7 94.6


Reviewed:___________ Z:\PROJECTS\00414_Brown_Caldwell\024_NDSD_Outfall_Phase_3\II\[MDv2.xlsx]2

Sam

ple

Info

.

BRR/JP/EH


Uni

t Wei

ght

Dat

a

Water Content, w (%)

Coa

rse

Fra

ctio

nS

plit

F

ract

ion

Dry Unit Wt., d (pcf)

Liquid Limit, Plastic Limit, and Plasticity Index of Soils(ASTM D4318) © IGES 2004, 2019

Project: Boring No.:No: Sample:

Location: Depth:Date: Description:

By:Grooving tool type: Plastic Preparation method: Air DryLiquid limit device: Mechanical Liquid Limit:

Rolling method: Screened over No.40: YesLarger particles removed: Dry sieved

Approximate maximum grain size: No.10Estimated percent retained on No.40: Not requested

Plastic Limit As-received water content (%): 12.1Determination No

Wet Soil + Tare (g)Dry Soil + Tare (g) Difficult to thread.

Water Loss (g)Tare (g)

Dry Soil (g)Water Content, w (%)

Liquid Limit: Could not be determined (N.P.)Determination No

Number of Drops, NWet Soil + Tare (g) Unable to obtain an adequate blow count.Dry Soil + Tare (g)

Water Loss (g)Tare (g)

Dry Soil (g)Water Content, w (%)

One-Point LL (%)

Liquid Limit, LL (%)Plastic Limit, PL (%)

Plasticity Index, PI (%)

Entered by:___________Reviewed:___________ Z:\PROJECTS\00414_Brown_Caldwell\024_NDSD_Outfall_Phase_3\II\[ALv2.xlsm]1

Nonplastic (N.P.)

Hand

B-4 7.5'Brown silt

Could not be determined (N.P.)

BRR


A-Line

U-Line

CL-ML

CL

ML

CH

MH

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Pla

stic

Inde

x (P

I)

Liquid Limit (LL)

Plasticity Chart

0

0.5

1

1.5

2

2.5

3

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Number of drops, N

Flow Curve

Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis (ASTM D6913) © IGES 2004, 2019



By:Water content data

Split: No Moist soil + tare (g): - 289.79 Dry soil + tare (g): - 283.16

Moist Dry Tare (g): - 141.01Total sample wt. (g): 148.78 142.15 Water content (%): 0.0 4.7

0.00 0.000.00 0.00

Split fraction: 1.000

Accum. Grain Size Percent Sieve Wt. Ret. (g) (mm) Finer

6" - 150 -4" - 100 -3" - 75 -

1.5" - 37.5 -1" - 25 -

3/4" - 19 -3/8" - 9.5 -No.4 - 4.75 100.0No.10 0.22 2 99.8No.20 0.69 0.85 99.5No.40 4.96 0.425 96.5No.60 36.65 0.25 74.2

No.100 109.79 0.15 22.8No.140 125.61 0.106 11.6No.200 132.35 0.075 6.9

Gravel (%): 0.0Sand (%): 93.1Fines (%): 6.9

Entered by:___________Reviewed:___________ Z:\PROJECTS\00414_Brown_Caldwell\024_NDSD_Outfall_Phase_3\II\[GSDv2.xlsm]1

EZ

GTI-NDSD00414-024 (II)5600 South (Roy)10/1/2019

B-1 9.0'Brown sand with silt

3 in No.4 No.2003/4 in No.10 No.40

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3/4" - 19 -3/8" - 9.5 -No.4 - 4.75 -No.10 - 2 100.0No.20 0.12 0.85 99.9No.40 1.25 0.425 98.5No.60 9.34 0.25 88.5

No.100 46.58 0.15 42.8No.140 64.36 0.106 20.9No.200 73.31 0.075 9.9



00414-024 (II) 5600 South (Roy) 9.0'10/1/2019 Brown sand with siltEZ

GTI-NDSD B-2

3 in No.4 No.2003/4 in No.10 No.40

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1.5" - 37.5 -1" - 25 -

3/4" - 19 -3/8" - 9.5 -No.4 - 4.75 100.0No.10 0.16 2 99.9No.20 0.92 0.85 99.6No.40 6.62 0.425 97.1No.60 43.24 0.25 80.9

No.100 149.04 0.15 34.1No.140 196.34 0.106 13.2No.200 213.11 0.075 5.8



00414-024 (II) 5600 South (Roy) 10.0'10/3/2019 Brown sand with siltEH

GTI-NDSD B-3

3 in No.4 No.2003/4 in No.10 No.40

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3/4" - 19 -3/8" - 9.5 -No.4 - 4.75 -No.10 - 2 100.0No.20 0.73 0.85 99.8No.40 1.96 0.425 99.5No.60 18.93 0.25 95.5

No.100 135.50 0.15 68.0No.140 225.29 0.106 46.9No.200 279.91 0.075 34.0



00414-024 (II) 5600 South (Roy) 15.0'10/2/2019 Brown silty sandBRR

GTI-NDSD B-4

3 in No.4 No.2003/4 in No.10 No.40

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By:Water content data C.F.(+No.4) S.F.(-No.4)

Split: Yes Moist soil + tare (g): 146.95 250.15 Split sieve: No.4 Dry soil + tare (g): 146.02 239.54

Moist Dry Tare (g): 128.10 126.72Total sample wt. (g): 761.08 696.35 Water content (%): 5.2 9.4

+No.4 Coarse fraction (g): 18.90 17.97-No.4 Split fraction (g): 123.43 112.82



6" - 150 -4" - 100 -3" - 75 -

1.5" - 37.5 -1" - 25 -

3/4" - 19 100.03/8" 11.75 9.5 98.3No.4 17.97 4.75 97.4 ←SplitNo.10 1.05 2 96.5No.20 2.45 0.85 95.3No.40 6.71 0.425 91.6No.60 21.17 0.25 79.1

No.100 48.82 0.15 55.3No.140 65.64 0.106 40.7No.200 81.18 0.075 27.3



00414-024 (II) 5600 South (Roy) 12.5'10/2/2019 Brown silty sandBRR

GTI-NDSD B-6

3 in No.4 No.2003/4 in No.10 No.40

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Amount of Material in Soil Finer than the No. 200 (75m) Sieve(ASTM D1140) © IGES 2010, 2019

Project:No:

Location:Date:

By:

Boring No. B-5

Sample

Depth 15.0'

Split No

Split Sieve*Method B

Specimen soak time (min) 360

Moist total sample wt. (g) 613.50

Moist coarse fraction (g)

Moist split fraction + tare (g)

Split fraction tare (g)

Dry split fraction (g)

Dry retained No. 200 + tare (g) 411.17

Wash tare (g) 166.04

No. 200 Dry wt. retained (g) 245.13

Split sieve* Dry wt. retained (g)Dry total sample wt. (g) 489.75

Moist soil + tare (g)

Dry soil + tare (g)

Tare (g)Water content (%)

Moist soil + tare (g) 779.54

Dry soil + tare (g) 655.79

Tare (g) 166.04Water content (%) 25.27

49.9


Reviewed:___________ Z:\PROJECTS\00414_Brown_Caldwell\024_NDSD_Outfall_Phase_3\II\[FINESv3.xlsx]1

BRR

Percent passing No. 200 sieve (%)

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Percent passing split sieve* (%)

Direct Shear Test for Soils Under Drained Conditions(ASTM D3080) © IGES 2009, 2019


Location: Depth:Date: Sample Description:

By: Sample type:Test type:

Lateral displacement (in.): 0.3Shear rate (in./min): 0.0033Specific gravity, Gs: 2.70 Assumed

Nominal normal stress (psf)Peak shear stress (psf)

Lateral displacement at peak (in)Load Duration (min)

Initial Pre-shear Initial Pre-shear Initial Pre-shearSample height (in) 0.998 0.965 1.000 0.979 1.000 0.980

Sample diameter (in) 2.423 2.423 2.416 2.416 2.417 2.417Wt. rings + wet soil (g) 172.78 192.87 177.03 197.21 174.04 195.38

Wt. rings (g) 42.82 42.82 45.61 45.61 45.28 45.28Wet soil + tare (g) 429.11 429.11 429.11Dry soil + tare (g) 411.79 411.79 411.79

Tare (g) 125.04 125.04 125.04Water content (%) 6.0 22.4 6.0 22.3 6.0 23.6

Dry unit weight (pcf) 101.5 104.9 103.0 105.1 100.8 102.9Void ratio, e, for assumed Gs 0.66 0.61 0.64 0.60 0.67 0.64

Saturation (%)* 24.7 100.0 25.6 100.0 24.3 100.0' (deg) 32 Average of 3 samples Initial Pre-shearc' (psf) 64 Water content (%) 6.0 22.8

Dry unit weight (pcf) 101.8 104.3

Regression Total stress array Line fitR2 = 1.00 Table m b n (psf) f (psf)

Intercept (b) = 64.50 m 0.62 64.50 0.00 64.50Slope (m) = 0.62 se(n) 0.00 5.56 2200.00 1419.39 (deg) = 31.63 R2 1.00 4.54c (psf) = 64.50 F 21435.66 1.00

ss (reg) ######## 20.64Normal stress (psf) 500 1000 2000

Peak shear stress (psf) 370 684 1295Ms (g) 122.5574 122.5574 123.9342 123.9342 121.4258 121.4258

Vt (cm^3) 75.41 72.88 75.13 73.57 75.19 73.65Vs (cm^3) 45.39 45.39 45.90 45.90 44.97 44.97

Vw (cm^3) 7.40 27.49 7.49 27.67 7.33 28.67Vv (cm^3) 30.02 27.49 29.22 27.67 30.21 28.67

e 0.66 0.61 0.64 0.60 0.67 0.64Va (cm^3) 22.62 0.00 21.74 0.00 22.88 0.00

S 0.25 1.00 0.26 1.00 0.24 1.00500 psf 1000 psf 2000 psf

Entered by:___________Reviewed:___________ Z:\PROJECTS\00414_Brown_Caldwell\024_NDSD_Outfall_Phase_3\II\[DS_GMv4.xlsm]1

500 1000 2000

*Pre-shear saturation set to 100% for phase calculations

370 684 12950.085 0.092 0.102400 1380 1320

EH Undisturbed-trimmed from ring

Sample 1 Sample 2 Sample 3

Inundated

5600 South (Roy) 7.5'10/3/2019 Reddish brown silty sand

GTI - NDSD B-100414-024 (II)

0

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Location: Depth:5600 South (Roy) 7.5'

GTI - NDSD B-100414-024 (II)

Nominal normal stress = 500 psf Nominal normal stress = 1000 psf Nominal normal stress = 2000 psf

Lateral Nominal Normal Lateral Nominal Normal Lateral Nominal NormalDisplacement Shear Stress Displacement Displacement Shear Stress Displacement Displacement Shear Stress Displacement

(in.) (psf) (in.) (in.) (psf) (in.) (in.) (psf) (in.)0.000 0 0.000 0.000 0 0.000 0.000 0 0.0000.002 48 0.000 0.003 132 0.000 0.003 132 0.0000.005 84 -0.001 0.005 180 -0.001 0.005 216 -0.0010.007 107 -0.001 0.007 228 -0.001 0.007 300 -0.0010.010 131 -0.001 0.010 264 -0.001 0.010 372 -0.0010.012 155 -0.001 0.012 300 -0.001 0.012 444 -0.0010.015 179 -0.001 0.015 324 -0.002 0.015 516 -0.0020.017 191 -0.001 0.017 360 -0.002 0.017 575 -0.0020.019 203 -0.001 0.019 384 -0.002 0.019 623 -0.0020.022 227 -0.001 0.022 408 -0.002 0.022 671 -0.0020.024 227 -0.001 0.024 432 -0.002 0.024 731 -0.0020.027 251 -0.001 0.027 444 -0.002 0.027 767 -0.0020.029 251 -0.001 0.029 468 -0.002 0.029 803 -0.0020.032 262 -0.001 0.032 492 -0.001 0.032 851 -0.0020.034 274 -0.001 0.034 516 -0.001 0.034 887 -0.0020.036 286 -0.001 0.036 528 -0.001 0.036 923 -0.0020.039 286 -0.001 0.039 540 -0.001 0.039 947 -0.0020.041 298 -0.001 0.041 552 -0.001 0.041 983 -0.0020.044 298 -0.001 0.044 564 -0.001 0.044 1007 -0.0020.046 310 -0.001 0.046 576 -0.001 0.046 1031 -0.0020.048 310 -0.001 0.048 588 0.000 0.048 1055 -0.0020.051 322 0.000 0.051 600 0.000 0.051 1079 -0.0020.053 322 0.000 0.053 612 0.000 0.053 1103 -0.0020.056 334 0.000 0.056 612 0.000 0.056 1115 -0.0020.058 334 0.000 0.058 624 0.001 0.058 1139 -0.0020.061 346 0.000 0.061 636 0.001 0.061 1151 -0.0020.063 346 0.001 0.063 636 0.001 0.063 1163 -0.0010.065 346 0.001 0.065 636 0.001 0.065 1175 -0.0010.068 346 0.001 0.068 648 0.001 0.068 1187 -0.0010.070 346 0.001 0.070 660 0.002 0.070 1199 -0.0010.073 358 0.001 0.073 660 0.002 0.073 1211 -0.0010.075 358 0.002 0.075 660 0.002 0.075 1223 -0.0010.077 358 0.002 0.077 660 0.002 0.077 1235 -0.0010.080 358 0.002 0.080 672 0.003 0.080 1235 0.0000.082 358 0.002 0.082 672 0.003 0.082 1247 0.0000.085 370 0.003 0.085 672 0.003 0.085 1259 0.0000.087 370 0.003 0.087 672 0.003 0.087 1259 0.0000.090 358 0.003 0.089 672 0.003 0.090 1271 0.0000.092 370 0.003 0.092 684 0.004 0.092 1271 0.0010.094 370 0.003 0.094 684 0.004 0.094 1283 0.0010.097 370 0.004 0.097 684 0.004 0.097 1283 0.0010.099 370 0.004 0.099 684 0.004 0.099 1283 0.0010.102 370 0.004 0.102 684 0.004 0.102 1295 0.0010.104 370 0.004 0.104 684 0.005 0.104 1295 0.0010.106 370 0.004 0.106 684 0.005 0.106 1295 0.0010.109 370 0.005 0.109 684 0.005 0.109 1295 0.0020.111 370 0.005 0.111 684 0.005 0.111 1295 0.0020.114 370 0.005 0.114 672 0.005 0.114 1295 0.0020.116 370 0.005 0.116 672 0.005 0.116 1295 0.0020.119 370 0.005 0.118 672 0.006 0.119 1295 0.0020.121 370 0.005 0.121 672 0.006 0.121 1295 0.0020.123 370 0.005 0.123 672 0.006 0.123 1295 0.0020.126 358 0.006 0.126 672 0.006 0.126 1295 0.0030.128 358 0.006 0.128 672 0.006 0.128 1283 0.0030.131 358 0.006 0.131 672 0.006 0.131 1283 0.0030.133 358 0.006 0.133 672 0.006 0.133 1283 0.0030.135 346 0.006 0.135 672 0.006 0.135 1271 0.0030.138 346 0.006 0.138 660 0.006 0.138 1271 0.0030.140 346 0.006 0.140 660 0.006 0.140 1259 0.0030.143 346 0.006 0.143 660 0.006 0.143 1259 0.0030.145 346 0.006 0.145 660 0.007 0.145 1259 0.0030.147 346 0.006 0.147 660 0.007 0.148 1247 0.0030.150 346 0.006 0.150 660 0.007 0.150 1247 0.0030.152 346 0.007 0.152 660 0.007 0.152 1235 0.0030.155 346 0.007 0.155 660 0.007 0.155 1235 0.003




GTI - NDSD B-100414-024 (II)

Nominal normal stress = 500 psf Nominal normal stress = 1000 psf Nominal normal stress = 2000 psf


(in.) (psf) (in.) (in.) (psf) (in.) (in.) (psf) (in.)0.157 334 0.007 0.157 660 0.007 0.157 1235 0.0030.160 334 0.007 0.160 648 0.007 0.160 1235 0.0030.162 322 0.007 0.162 660 0.007 0.162 1235 0.0030.164 322 0.007 0.164 648 0.007 0.164 1235 0.0030.167 322 0.007 0.167 648 0.007 0.167 1223 0.0030.169 322 0.007 0.169 636 0.007 0.169 1223 0.0030.172 322 0.007 0.172 636 0.007 0.172 1223 0.0030.174 322 0.006 0.174 636 0.007 0.174 1223 0.0030.176 322 0.006 0.176 636 0.007 0.177 1211 0.0030.179 322 0.006 0.179 636 0.007 0.179 1211 0.0030.181 310 0.006 0.181 636 0.007 0.181 1211 0.0030.184 310 0.006 0.184 624 0.007 0.184 1211 0.0030.186 310 0.006 0.186 624 0.007 0.186 1211 0.0030.189 310 0.006 0.189 624 0.007 0.189 1211 0.0030.191 310 0.006 0.191 624 0.007 0.191 1211 0.0030.193 310 0.006 0.193 624 0.007 0.193 1211 0.0030.196 310 0.006 0.196 612 0.007 0.196 1199 0.0030.198 298 0.006 0.198 612 0.007 0.198 1199 0.0030.201 298 0.005 0.201 612 0.006 0.201 1187 0.0030.203 310 0.005 0.203 612 0.006 0.203 1187 0.0030.206 298 0.005 0.205 612 0.006 0.205 1187 0.0020.208 298 0.005 0.208 612 0.006 0.208 1187 0.0020.210 298 0.005 0.210 612 0.006 0.210 1175 0.0020.213 298 0.005 0.213 612 0.006 0.213 1175 0.0020.215 298 0.005 0.215 612 0.006 0.215 1163 0.0020.218 298 0.004 0.218 612 0.006 0.218 1163 0.0020.220 298 0.004 0.220 600 0.006 0.220 1163 0.0020.222 298 0.004 0.222 600 0.006 0.222 1163 0.0020.225 298 0.004 0.225 600 0.006 0.225 1163 0.0020.227 298 0.004 0.227 600 0.005 0.227 1163 0.0010.230 298 0.004 0.230 600 0.005 0.230 1163 0.0010.232 298 0.003 0.232 600 0.005 0.232 1163 0.0010.235 298 0.003 0.235 600 0.005 0.234 1163 0.0010.237 298 0.003 0.237 600 0.005 0.237 1163 0.0010.239 298 0.003 0.239 588 0.005 0.239 1163 0.0010.242 298 0.003 0.242 588 0.005 0.242 1163 0.0010.244 298 0.003 0.244 588 0.005 0.244 1163 0.0010.247 298 0.003 0.247 588 0.004 0.247 1163 0.0000.249 298 0.002 0.249 588 0.004 0.249 1163 0.0000.251 298 0.002 0.251 600 0.004 0.251 1163 0.0000.254 298 0.002 0.254 600 0.004 0.254 1151 0.0000.256 298 0.002 0.256 600 0.004 0.256 1163 0.0000.259 298 0.002 0.259 600 0.004 0.259 1163 0.0000.261 298 0.002 0.261 600 0.004 0.261 1163 0.0000.263 298 0.002 0.263 600 0.004 0.263 1163 -0.0010.266 298 0.001 0.266 600 0.003 0.266 1151 -0.0010.268 298 0.001 0.268 600 0.003 0.268 1163 -0.0010.271 298 0.001 0.271 600 0.003 0.271 1163 -0.0010.273 298 0.001 0.273 600 0.003 0.273 1163 -0.0010.276 298 0.001 0.276 600 0.003 0.276 1163 -0.0010.278 298 0.001 0.278 588 0.003 0.278 1163 -0.0010.280 298 0.001 0.280 600 0.003 0.280 1163 -0.0010.283 298 0.000 0.283 600 0.002 0.283 1163 -0.0020.285 298 0.000 0.285 600 0.002 0.285 1163 -0.0020.288 298 0.000 0.288 600 0.002 0.288 1163 -0.0020.290 298 0.000 0.290 600 0.002 0.290 1163 -0.0020.292 298 0.000 0.292 600 0.002 0.292 1163 -0.0020.295 298 -0.001 0.295 600 0.002 0.295 1163 -0.0020.297 298 -0.001 0.297 600 0.002 0.297 1163 -0.0020.300 298 -0.001 0.300 600 0.001 0.300 1163 -0.0020.300 298 -0.001 0.300 600 0.001 0.300 1163 -0.002




GTI - NDSD B-100414-024 (II)

0.017

0.018

0.019

0.020

0.021

0.022

0.023

0.024

0.0250.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0

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GTI - NDSD00414-024 (II)B-1 @ 7.5'2000 psf

0.0215

0.0220

0.0225

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GTI - NDSD00414-024 (II)B-1 @ 7.5'2000 psf




By: Sample type:Test type:

Lateral displacement (in.): 0.3Shear rate (in./min): 0.0033Specific gravity, Gs: 2.70 Assumed











Intercept (b) = 0.00 m 0.73 0.00 0.00 0.00Slope (m) = 0.73 se(n) 0.01 #N/A 2640.00 1936.28 (deg) = 36.26 R2 1.00 41.10c (psf) = 0.00 F 2407.80 2.00



Vt (cm^3) 75.24 73.39 74.79 73.94 75.67 75.27Vs (cm^3) 41.68 41.68 40.90 40.90 41.24 41.24

Vw (cm^3) 4.69 31.71 4.60 33.04 4.64 34.03Vv (cm^3) 33.55 31.71 33.89 33.04 34.43 34.03

e 0.80 0.76 0.83 0.81 0.83 0.82Va (cm^3) 28.86 0.00 29.28 0.00 29.79 0.00

S 0.14 1.00 0.14 1.00 0.13 1.002400 psf 1200 psf 600 psf

Entered by:___________Reviewed:___________ Z:\PROJECTS\00414_Brown_Caldwell\024_NDSD_Outfall_Phase_3\II\[DS_GTv1.xlsm]2

GTI - NDSD B-300414-024 (II) 5600 South (Roy) 10.0'10/3/2019 Brown sand with silt

EH Undisturbed-trimmed from ringInundated

Sample 1 Sample 2 Sample 32400 1200 6001783 828 4540.233 0.300 0.298316 316 316


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Location: Depth:

GTI - NDSD B-300414-024 (II) 5600 South (Roy) 10.0'Nominal normal stress = 2400 psf Nominal normal stress = 1200 psf Nominal normal stress = 600 psf


(in.) (psf) (in.) (in.) (psf) (in.) (in.) (psf) (in.)0.000 0 0.000 0.000 0 0.000 0.000 0 0.0000.002 30 0.000 0.002 107 0.001 0.002 92 0.0010.005 135 0.001 0.005 174 0.001 0.005 126 0.0020.007 181 0.001 0.007 220 0.002 0.007 133 0.0030.010 309 0.002 0.010 264 0.002 0.010 131 0.0030.012 402 0.003 0.012 293 0.002 0.012 144 0.0030.014 477 0.003 0.014 284 0.003 0.014 173 0.0030.019 619 0.004 0.019 300 0.003 0.019 211 0.0050.024 732 0.005 0.024 361 0.004 0.024 242 0.0060.029 821 0.006 0.029 417 0.005 0.029 264 0.0070.034 884 0.006 0.034 465 0.006 0.034 290 0.0080.039 903 0.007 0.039 499 0.007 0.039 306 0.0080.044 911 0.007 0.044 535 0.008 0.044 324 0.0080.049 1022 0.007 0.049 563 0.009 0.049 336 0.0090.054 1099 0.007 0.054 590 0.009 0.054 349 0.0090.059 1169 0.008 0.059 617 0.009 0.059 358 0.0090.064 1233 0.008 0.064 636 0.010 0.064 370 0.0090.069 1290 0.009 0.069 653 0.010 0.069 374 0.0090.074 1346 0.009 0.074 670 0.010 0.074 382 0.0100.079 1389 0.010 0.079 685 0.011 0.079 387 0.0100.084 1431 0.010 0.084 701 0.011 0.084 392 0.0100.089 1467 0.010 0.089 711 0.011 0.089 398 0.0100.094 1500 0.010 0.094 721 0.012 0.094 396 0.0100.099 1528 0.010 0.099 728 0.012 0.099 402 0.0100.104 1558 0.010 0.104 733 0.012 0.104 401 0.0110.109 1576 0.010 0.109 741 0.012 0.109 405 0.0110.114 1596 0.010 0.114 747 0.012 0.114 403 0.0110.119 1615 0.010 0.119 753 0.012 0.119 402 0.0110.124 1631 0.010 0.124 758 0.012 0.124 403 0.0110.129 1647 0.010 0.129 763 0.013 0.129 403 0.0110.134 1656 0.010 0.134 769 0.013 0.134 402 0.0110.139 1670 0.010 0.139 772 0.013 0.139 402 0.0110.144 1682 0.010 0.144 776 0.013 0.144 404 0.0120.149 1692 0.010 0.149 776 0.013 0.149 398 0.0120.154 1700 0.010 0.154 781 0.013 0.154 404 0.0120.158 1712 0.010 0.158 786 0.014 0.158 401 0.0120.163 1720 0.010 0.163 787 0.014 0.163 405 0.0120.168 1722 0.010 0.168 790 0.014 0.168 406 0.0120.173 1729 0.010 0.173 793 0.014 0.173 400 0.0130.178 1734 0.010 0.178 796 0.014 0.178 407 0.0130.183 1744 0.010 0.183 793 0.015 0.183 412 0.0140.188 1750 0.010 0.188 799 0.015 0.188 418 0.0140.193 1757 0.011 0.193 801 0.015 0.193 419 0.0140.198 1764 0.011 0.198 800 0.015 0.198 428 0.0150.203 1770 0.011 0.203 799 0.015 0.203 432 0.0150.208 1774 0.011 0.208 801 0.015 0.208 427 0.0150.213 1779 0.011 0.213 805 0.016 0.213 431 0.0150.218 1778 0.012 0.218 805 0.016 0.218 432 0.0150.223 1779 0.012 0.223 809 0.016 0.223 433 0.0150.228 1780 0.012 0.228 807 0.016 0.228 439 0.0150.233 1783 0.012 0.233 810 0.016 0.233 437 0.0150.238 1780 0.013 0.238 815 0.016 0.238 440 0.0160.243 1778 0.013 0.243 812 0.016 0.243 443 0.0160.248 1769 0.013 0.248 817 0.017 0.248 444 0.0160.253 1767 0.013 0.253 818 0.017 0.253 447 0.0170.258 1757 0.013 0.258 819 0.017 0.258 445 0.0170.263 1744 0.013 0.263 818 0.017 0.263 442 0.0170.268 1743 0.014 0.268 817 0.017 0.268 440 0.0170.273 1748 0.014 0.273 816 0.017 0.273 445 0.0180.278 1748 0.014 0.278 815 0.017 0.278 450 0.0180.283 1749 0.015 0.283 818 0.018 0.283 450 0.0180.288 1756 0.015 0.288 822 0.018 0.288 446 0.0180.293 1766 0.016 0.293 823 0.018 0.293 446 0.0190.298 1777 0.016 0.298 825 0.018 0.298 454 0.0190.300 1778 0.016 0.300 828 0.019 0.300 452 0.019



Location: Depth:

GTI - NDSD B-300414-024 (II) 5600 South (Roy) 10.0'

#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A#N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A

0.016

0.017

0.018

0.019

0.020

0.021

0.022

0.023

0.024

0.0250.0 5.0 10.0 15.0

Dis

pla

cem

ent (

in.)

time (min1/2)

GTI - NDSD00414-024 (II)B-3 @ 10.0'2400 psf

0.0215

0.0220

0.0225

0.0230

0.0235

0.0240

0.0245

0.02500.1 1.0 10.0 100.0 1000.0

Dis

pla

cem

ent (

in.)

time (min)

GTI - NDSD00414-024 (II)B-3 @ 10.0'2400 psf




By: Sample type:Test type: Dry unit weight 101.2 pcf

Lateral displacement (in.): 0.3 at 12.0 (%) wShear rate (in./min): 0.0017 Compaction specifications: See commentsSpecific gravity, Gs: 2.70 Assumed











Intercept (b) = 84.70 m 0.73 84.70 0.00 84.70Slope (m) = 0.73 se(n) 0.03 42.23 2640.00 2010.27 (deg) = 36.11 R2 1.00 34.48c (psf) = 84.70 F 751.91 1.00



Vt (cm^3) 75.44 72.79 75.19 73.10 74.60 73.34Vs (cm^3) 45.27 45.27 45.10 45.10 44.77 44.77

Vw (cm^3) 14.63 27.52 14.58 27.99 14.47 28.57Vv (cm^3) 30.16 27.52 30.09 27.99 29.83 28.57

e 0.67 0.61 0.67 0.62 0.67 0.64Va (cm^3) 15.53 0.00 15.51 0.00 15.36 0.00

S 0.49 1.00 0.48 1.00 0.49 1.002400 psf 1200 psf 600 psf

Comments:

Entered by:___________Reviewed:___________ Z:\PROJECTS\00414_Brown_Caldwell\024_NDSD_Outfall_Phase_3\II\[DS_GCv4.xlsm]3


6001826

1200988

0.300279

EHReddish brown silty sand

0.297 0.252

2400504

Sample contained significant gravel and was thus screened on the No. 4 sieve. Test specimens were remolded to as-received total unit weight.

B-5 10.0'

Sample 3

Laboratory compacted

282

GTI - NDSD00414-024 (II)5600 South (Roy)

Sample 2Sample 1

Inundated

289

10/3/2019

0

400

800

1200

1600

2000

0.00 0.05 0.10 0.15 0.20 0.25 0.30

Nom

inal

she

ar s

tres

s (p

sf)

0

500

1000

1500

2000

2500

0 500 1000 1500 2000 2500

Nom

inal

she

ar s

tres

s (p

sf)


2400 psf 1200 psf 600 psf

-0.030

-0.025

-0.020

-0.015

-0.010

-0.005

0.000

0.00 0.05 0.10 0.15 0.20 0.25 0.30

Nor

mal

dis

plac

emen

t (i

n)




Location: Depth:

B-5 10.0'

GTI - NDSD00414-024 (II)5600 South (Roy)Nominal normal stress = 2400 psf Nominal normal stress = 1200 psf Nominal normal stress = 600 psf


(in.) (psf) (in.) (in.) (psf) (in.) (in.) (psf) (in.)0.002 114 0.000 0.002 41 -0.001 0.002 89 -0.0010.005 235 -0.001 0.005 83 -0.001 0.005 110 -0.0010.007 362 -0.001 0.007 174 -0.001 0.007 137 -0.0010.010 460 -0.002 0.010 240 -0.002 0.010 158 -0.0010.012 530 -0.002 0.012 275 -0.002 0.012 172 -0.0020.017 656 -0.003 0.017 379 -0.004 0.017 206 -0.0020.022 752 -0.005 0.022 448 -0.004 0.022 229 -0.0030.027 832 -0.006 0.027 503 -0.004 0.027 248 -0.0030.032 894 -0.007 0.032 547 -0.005 0.032 258 -0.0030.037 961 -0.007 0.037 587 -0.005 0.037 267 -0.0040.042 1018 -0.008 0.042 626 -0.006 0.042 276 -0.0040.047 1062 -0.009 0.047 656 -0.006 0.047 284 -0.0050.052 1106 -0.010 0.052 676 -0.007 0.052 292 -0.0050.057 1152 -0.010 0.057 697 -0.007 0.057 297 -0.0060.062 1188 -0.011 0.062 716 -0.008 0.062 306 -0.0070.067 1227 -0.012 0.067 735 -0.008 0.067 312 -0.0070.072 1268 -0.012 0.072 755 -0.009 0.072 317 -0.0080.077 1294 -0.013 0.077 774 -0.009 0.077 322 -0.0090.082 1323 -0.013 0.082 786 -0.010 0.082 328 -0.0090.087 1341 -0.014 0.087 800 -0.010 0.087 333 -0.0100.092 1367 -0.014 0.092 814 -0.010 0.092 340 -0.0100.097 1382 -0.015 0.097 828 -0.010 0.097 344 -0.0110.102 1413 -0.016 0.102 841 -0.010 0.102 351 -0.0110.107 1442 -0.016 0.107 857 -0.011 0.107 356 -0.0120.112 1465 -0.016 0.112 865 -0.011 0.112 364 -0.0120.117 1485 -0.016 0.117 872 -0.012 0.117 367 -0.0130.122 1509 -0.017 0.122 881 -0.012 0.122 372 -0.0130.127 1529 -0.017 0.127 886 -0.012 0.127 378 -0.0140.132 1547 -0.017 0.132 894 -0.012 0.132 383 -0.0140.137 1566 -0.018 0.137 899 -0.012 0.137 388 -0.0150.142 1581 -0.018 0.142 904 -0.013 0.142 393 -0.0150.147 1602 -0.019 0.147 911 -0.013 0.147 397 -0.0150.152 1622 -0.019 0.152 918 -0.013 0.152 399 -0.0160.157 1635 -0.019 0.157 922 -0.014 0.157 404 -0.0160.162 1651 -0.019 0.162 926 -0.014 0.162 406 -0.0160.167 1659 -0.019 0.167 930 -0.014 0.167 412 -0.0160.172 1656 -0.019 0.172 934 -0.014 0.172 415 -0.0170.177 1669 -0.020 0.177 939 -0.014 0.177 418 -0.0170.182 1690 -0.020 0.182 944 -0.014 0.182 421 -0.0180.187 1702 -0.021 0.187 948 -0.015 0.187 427 -0.0180.192 1713 -0.021 0.192 951 -0.015 0.192 429 -0.0180.197 1721 -0.021 0.197 955 -0.015 0.197 433 -0.0190.202 1731 -0.022 0.202 961 -0.015 0.202 435 -0.0190.207 1739 -0.022 0.207 963 -0.015 0.207 436 -0.0190.212 1749 -0.022 0.212 968 -0.015 0.212 439 -0.0200.217 1754 -0.022 0.217 969 -0.016 0.217 439 -0.0200.222 1764 -0.022 0.222 969 -0.016 0.222 443 -0.0210.227 1767 -0.022 0.227 978 -0.016 0.227 447 -0.0210.232 1775 -0.023 0.232 979 -0.016 0.232 453 -0.0210.237 1780 -0.023 0.237 980 -0.016 0.237 457 -0.0220.242 1777 -0.023 0.242 985 -0.017 0.242 458 -0.0220.247 1775 -0.023 0.247 986 -0.017 0.247 458 -0.0230.252 1777 -0.024 0.252 988 -0.017 0.252 463 -0.0230.257 1785 -0.024 0.257 986 -0.017 0.257 467 -0.0240.262 1788 -0.025 0.262 986 -0.017 0.262 472 -0.0250.267 1790 -0.025 0.267 985 -0.017 0.267 479 -0.0260.272 1798 -0.025 0.272 984 -0.017 0.272 484 -0.0260.277 1803 -0.026 0.277 978 -0.017 0.277 489 -0.0270.282 1814 -0.026 0.282 981 -0.018 0.282 494 -0.0270.287 1808 -0.026 0.287 978 -0.018 0.287 496 -0.0280.292 1814 -0.026 0.292 977 -0.018 0.292 500 -0.0280.297 1826 -0.026 0.297 980 -0.018 0.297 502 -0.0290.299 1824 -0.026 0.300 979 -0.018 0.300 504 -0.029



Location: Depth:

B-5 10.0'

GTI - NDSD00414-024 (II)5600 South (Roy)

0.019

0.021

0.023

0.025

0.027

0.029

0.031

0.0330.0 5.0 10.0 15.0

Dis

pla

cem

ent (

in.)

time (min1/2)

GTI - NDSD00414-024 (II)B-5 @ 10.0'2400 psf

0.022

0.024

0.026

0.028

0.030

0.032

0.0340.1 1.0 10.0 100.0 1000.0

Dis

pla

cem

ent (

in.)

time (min)

GTI - NDSD00414-024 (II)B-5 @ 10.0'2400 psf

Minimum Laboratory Soil Resistivity, pH of Soil for Use in Corrosion Testing, and

Ions in Water by Chemically Suppressed Ion Chromatography (AASHTO T 288, T 289, ASTM D4327, and C1580)© IGES 2014, 2019

Project:No:

Location:Date:

By:

Boring No.

SampleDepth

Wet soil + tare (g)

Dry soil + tare (g)

Tare (g)Water content (%)

As Is 5733 0.67 3841 As Is 15330 0.67 10271

+3 4515 0.67 3025 +3 11220 0.67 7517

+6 3701 0.67 2480 +6 9180 0.67 6151

+9 3269 0.67 2190 +9 8530 0.67 5715

+12 2518 0.67 1687 +12 8485 0.67 5685

+15 2244 0.67 1503 +15 8395 0.67 5625

+18 2223 0.67 1489 +18 8610 0.67 5769

+21 2292 0.67 1536


Reviewed:___________ Z:\PROJECTS\00414_Brown_Caldwell\024_NDSD_Outfall_Phase_3\II\[RESv3.xlsx]1

pH*

Sam

ple

info

.W

ater

co

nten

t dat

a

GTI - NDSD00414-024 (II)5600 South (Roy)10/7/2019DKS/EZ

10.0

B-6

50.07

B-2

9.0' 12.5

Resistivity (Ω-cm)

5625

ResistanceReading

(Ω)

Soil BoxMultiplier

(cm)

** Performed by AWAL using ASTM C1580

ApproximateSoil

condition (%)

Resistivity (Ω-cm)

1489

* Performed by AWAL using EPA 300.0

Res

isti

vity

dat

a

Soil box

2Pin method

Miller Small

Minimum resistivity (Ω-cm)

ApproximateSoil

condition (%)

ResistanceReading

(Ω)

10.2Soluble sulfate** (ppm)

Soil BoxMultiplier

(cm)

86.12

52.72

111

9.97

84.5

23.6210.5

8.73

23.49

9.06

92.68

Che

m. d

ata

Miller Small

2

Soluble chloride* (ppm)

Documents

Brown & Caldwell Re: Preliminary Geotechnical Investigation … S.pdf · Water Content and Unit Weight of Soil (ASTM D7263 Method B and D2216) Atterberg Limits (ASTM D4318) Particle‐Size