eureka county e.a. 73548 september 2013

GEOTECHNICAL REPORT BRIDGES G-324 and B-395 RECONSTRUCTION

Frontage Road EU 02 near Dunphy EUREKA COUNTY

E.A. 73548

September 2013

MATERIALS DIVISION

STATE OF NEVADA

DEPARTMENT OF TRANSPORTATION

MATERIALS DIVISION

GEOTECHNICAL SECTION

BRIDGES G-324 and B-395 RECONSTRUCTION

Frontage Road EU 02 near Dunphy

E.A. 73548

September 2013

EUREKA COUNTY

Prepared by: ______________________________

Dana Boomhower, P.E. Senior Geotechnical Engineer

Reviewed by: ______________________________

Jeff Palmer, Ph.D., P.E. Principal Geotechnical Engineer

Approved by: ______________________________

Reid Kaiser, P.E. Chief Materials Engineer

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TABLE OF CONTENTS INTRODUCTION..........................................................................................................................1 General ..................................................................................................................................1 Purpose and Scope ................................................................................................................1 PROJECT DESCRIPTION ..........................................................................................................1 GEOLOGIC CONDITIONS and SEISMICITY ........................................................................2 FIELD INVESTIGATION ............................................................................................................3 LABORATORY ANALYSIS ........................................................................................................6 DISCUSSION .................................................................................................................................6 Excavation.............................................................................................................................7 FOUNDATION RECOMMENDATIONS ..................................................................................7

(A) Static Analysis ................................................................................................................9 (1) Geotechnical Resistance at Strength Limit State ..................................................9 (2) Geotechnical Resistance at Service Limit State ..................................................15 (3) Geotechnical Resistance at Extreme Event I Limit State ...................................17 (4) Geotechnical Resistance at Extreme Event II Limit State ..................................21

(B) Dynamic Analysis: Pile Drivability ..............................................................................21 LATERAL EARTH PRESSURE ON ABUTMENT AND WING WALLS ..........................23 EMBANKMENT SETTLEMENT and STABILITY ...............................................................25 SCOUR PROTECTION ..............................................................................................................25 GEOTECHNICAL REPORT LIMITATIONS ........................................................................25 REFERENCES .............................................................................................................................26

APPENDICES

APPENDIX A .................................................................................... Project Location Area Map ....................................................................................... Borehole Location Sheets APPENDIX B ...................................................................................................... Boring Log Key ............................................................................................................ Boring Logs APPENDIX C .................................... Soil Particle Size Distribution Sheets (Gradation Curves) .................................................................................. Test Result Summary Sheets .................................................................................... Consolidation Test Reports

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INTRODUCTION General

This report has been prepared for the proposed reconstruction of Structure G-324 and

Structure B-395 near Dunphy in Eureka County, Nevada. A site plan for the project is

presented as the Project Location Area Map in Appendix A. For a more detailed description,

see the contract plans.

Purpose and Scope

The purpose of this report is to provide information regarding the subsurface soil conditions

at the proposed project site. This report also provides geotechnical design recommendations

for the structure foundations proposed for this project. The scope of this report consists

primarily of geotechnical investigation, analysis, and recommendations for both design and

construction. The investigation included gathering information obtained from previous

subsurface explorations, soil sampling, and analysis of field and laboratory testing data. This

report includes boring logs and summaries of test results from both the field investigations

and laboratory testing. These may be found in appendices B and C, respectively.

PROJECT DESCRIPTION

The project site is located on Frontage Road EU-02 north of I-80 in Eureka County,

approximately 25 miles east of Battle Mountain and approximately 25 miles west of Carlin.

EU 02 runs roughly southwest to northeast at the location of the proposed replacement

structures. Preliminary plans indicate the new bridge G-324 will be a two lane, three-span

structure, constructed on the new alignment, which has been shifted slightly to the southeast

of the existing structure. The new bridge B-395 will be a two lane, single-span structure,

also constructed on the new alignment, slightly to the southeast of the existing structure. The

original two lane bridges were constructed in 1938, G-324 as three-span structures, and B-

395 as five-span structures.

1

GEOLOGIC CONDITIONS and SEISMICITY The site is founded primarily in alluvial deposits (Qa, Qal) .1,2 These deposits are generally

light to medium brown clayey silts and sands with some gravel and poorly- to well-graded

light to medium brown sands and multi-colored gravels where samples were taken (See

Photos 1 through 5).

Photos 1, 2, and 3.

Soil Samples from Boreholes DBR-1, DBR-2, and DBR-3 near Structure G-324.

Photos 4 and 5.

Soil Samples from Boreholes DBH-1 and DBH-2 near Structure B-395.

2

The ground surface at the proposed location for the replacement Structure G-324 is

approximately 4640 feet of elevation.

The alignment for the proposed replacement Structure B-395 lies at approximately 4630 feet

of elevation and is relatively flat, but slopes very gently to the west-northwest, in the

direction of river flow.

The project location is approximately 17 miles northwest of the Dry Hills Fault and 6 miles

west of an unnamed fault.2

FIELD INVESTIGATION Structure G-324. The Geotechnical Section conducted subsurface investigations at the

proposed project site in September of 2010 and November of 2011. Subsurface soil

conditions were explored in the investigation by drilling three boreholes placed around the

proposed location for the new structure. The approximate location of each borehole is shown

on the Structure G-324 Borehole Location sheet in Appendix A. Drilling was accomplished

with a Diedrich D-120 drill rig equipped for soil sampling, using 6-inch hollow stem auger

on boreholes DBR-1 through DBR -3. Soil samples and standard penetration resistance

values (N-Values) were obtained utilizing the Standard Penetration Test (SPT) procedure as

set forth in AASHTO test number T206.

Boreholes DBR-1 through DBR-3 were drilled to depths between 50.8 feet and 108.9 feet.

Surface elevations were obtained for the borehole locations by surveying from known

elevation points. Groundwater was encountered during drilling in DBR-1 at a depth of 25

feet.

The uncorrected blow counts are shown on the boring logs in Appendix B. All soil samples

were classified, both visually and using laboratory data, using the Unified Soil Classification

System (USCS) described in ASTM test number D2487.

3

Photo 6. Looking North-northeast at Structure G-324.

Structure B-395. The Geotechnical Section conducted subsurface investigations at the

proposed project site in August and September of 2010 and October of 2011. Subsurface soil

conditions were explored in the investigation by drilling four boreholes placed near the

proposed locations for the bridge foundations. The approximate location of each borehole is

shown on the Structure B-395 Borehole Location sheet in Appendix A. Drilling was

accomplished with a Diedrich D-120 drill rig equipped for soil sampling, using a 3-½” tri-

cone bit with bentonite slurry on boreholes DBH-1 and DBH-3, and 6-inch hollow stem

auger on boreholes DBH-2 and DBH-4. Soil samples and standard penetration resistance

values (N-Values) were obtained utilizing the Standard Penetration Test (SPT) procedure as

set forth in AASHTO test number T206.

Boreholes DBH-1 through DBH-4 were drilled to depths between 14.5 feet and 110.4 feet.

Surface elevations were obtained for the borehole locations by surveying from a known

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elevation point. Groundwater was encountered during drilling between 3 and 10 feet below

ground surface in the boreholes.

The uncorrected blow counts are shown on the boring logs in Appendix B. The energy

transfer ratio (ETR) for the drill rigs are: Unit 1082 – 86%, and Unit 1627 – 74%. All soil

samples were classified, both visually and using laboratory data, using the Unified Soil

Classification System (USCS) described in ASTM test number D2487.

Photo 7. Drill Rig Set Up on Borehole DBH-4 near structure B-395.

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LABORATORY ANALYSIS

Structure G-324. Laboratory tests were performed on the samples collected from the

boreholes near Structure G-324. The testing program consisted of sieve analyses, moisture

and unit weight, Atterberg limits, and one consolidation test. The results of this testing

program show that the soils consist mostly of silty sands, with some silts, gravels, and clays.

Dry unit weights ranged from 59.6 pounds per cubic foot (pcf) for sample DBR-1 K1 (silty

sand), to 129.1 pcf for sample DBR-2 L2 (clayey sand with gravel). Further information is

presented in the summaries of test results in Appendix C.

Structure B-395. Laboratory tests were performed on the samples collected from the

boreholes near Structure B-395. The testing program consisted of sieve analyses, moisture

and unit weight, and Atterberg limits. The results of this testing program show that the soils

consist primarily of silty sands, with some lean and fat clays, gravels, and silts. Dry unit

weights ranged from 80.0 pounds per cubic foot (pcf) for sample DBH-2 I1 (silty sand), to

108.1 pcf for sample DBH-2 J2 (clayey sand with gravel). Further information is presented in

the summaries of test results in Appendix C.

DISCUSSION Structure G-324. Following the field investigation and laboratory testing, the soils near

Structure G-324 were identified as primarily silty and clayey sands (49%), elastic silts (28%),

with the remainder composed of assorted gravels, clays and silts (23%). Borehole DBR-1

was drilled for both piers, borehole DBR-2 was drilled for the east abutment, and DBR-3

was drilled for the west abutment.

Structure B-395. Following the field investigation and laboratory testing, the soils near

Structure B-395 were identified as primarily silty sands (61%), with the remainder of the

soils comprised equally of gravels, clays, and silts (13% each). Boreholes DBH-1, DBH-3,

and DBH-4 were drilled for the southwestern abutment, and DBH-2 was drilled for the

northeastern abutment.

Liquefaction is unlikely to occur due to soil plasticity and density, as well as low seismic

accelerations experienced in the region.

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Excavation

All excavation shall be performed in accordance with the NDOT 2001 Standard

Specifications for Road and Bridge Construction3. The contractor shall be responsible for all

necessary shoring for any excavation and/or construction.

FOUNDATION RECOMMENDATIONS

We recommend driven pile foundations, using driven closed-ended pipe piles for both

replacement structures G-324 and B-395. The pipe piles should be 18 inches in diameter

with the nominal wall thickness of 0.5 inches and Grade 3 steel.

The estimated pile lengths were determined based on bearing capacity graphs and drivability

analysis.

This report provides the bending moment, shear, and deflection diagrams for the embedded

piles under the controlling loading conditions. The Structural Engineers need to verify that

the structural strengths are in excess of the structural demands.

The proposed pile foundation arrangements by the Structural Engineers for Bridges G-324

and B-395 are as follows:

BRIDGE FOUNDATION PILES

2 pile rows per support group

G-324

B-395

Abutment 1 6 per row 7 per row Pier 1 12 per row N/A Pier 2 12 per row N/A Abutment 2 6 per row 7 per row

Since the proposed pile group arrangements are simple (two rows of piles per support), the

group capacity was analyzed using Simple Static Equilibrium (“Push-Pull” couple) method

to calculate axial compression, axial pull-out, and lateral loads on top of each pile. The

applied overturning moments at the top of the pile groups were resolved into these axial

compression and axial pull-out loads using this method.

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BRIDGE G-324

The proposed bottom of the pile caps elevations are as follows:

Abutment 1: 4652.05’

Pier 1: 4625.68’

Pier 2: 4623.56’

Abutment 2: 4649.51’

The Structural Engineer provided the following foundation design loading:

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BRIDGE B-395

The proposed bottom elevation of the pile caps at the abutment locations is 4624.03 feet.

The Structural Engineer provided the following foundation design loading:

LOADS AXIAL SHEAR MOMENT LONGITUDINAL TRANSVERSE LONGITUDINAL TRANSVERSE kips kips kips kip-feet kip-feet

Str. I 1888.625 1316.375 Str. II 2038.825 1316.375

Serv. IA 1399.5 1053.1 Serv. IB 1579.5 1053.1 Extr.IA 1482.625 210 2533.65 Extr.IB 1482.625 420 5067.3

(A) Static Analysis:

(1) Geotechnical Resistance at Strength Limit State (AASHTO 10.7.3) Geotechnical resistance is the ability of the subsurface materials to support the loads

transferred to it by the pile foundation without failure of the subsurface materials. The pile

design ensured that the strength limit state considerations, as follows, were satisfied before

checking the service and extreme limit states.

Geotechnical resistance design at strength limit state includes (AASHTO 10.5.3.3):

• Axial compression resistance of single piles

• Axial compression resistance of pile group

• Uplift resistance of single piles

• Uplift resistance of pile group

• Horizontal resistance of single pile and pile group

• Scour effect on axial resistance at design flood (100-year event)

• Downdrag effect on axial resistance

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Nominal (ultimate) axial compression resistance (AASHTO 10.7.3.8.6) of single pile was

performed using the DRIVEN program, utilizing Nordlund/Thurman and Tomlinson

methods. The estimate of pile nominal (ultimate) bearing resistance versus pile tip elevations

for 18-inch closed–ended pipe piles are presented in the following graphs. Frictional

resistance in the embankment fill has been ignored. Pre-augering within the embankment fill

is mandatory.

UPRR Overpass, G-324, Abutment #1

SPRR Overpass, G-324, Pier 1 and Pier 2

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SPRR Overpass, G-324, Abutment #2

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Humboldt River Bridge B-395, Abutment #1

Humboldt River Bridge B-395, Abutment #2

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Table below summarizes the percent of pile skin friction and the pile end-bearing for Bridge G-324 and Bridge B-395:

PILE AXIAL COMPRESSION RESISTANCE

Bridge % Pile Skin Friction % Pile End Bearing

G-324

Abutments: 60

Abutments: 40

Piers: 65

Piers: 35

B-395

Abutment 1: 55

Abutment 1: 45

Abutment 2: 65

Abutment 2: 35

Since the pile resistance will be verified in the field using a dynamic measurement combined

with signal matching analysis (e.g., PDA + CAPWAP), the geotechnical resistance factor (φ)

for the strength limit state of 0.65 (AASHTO Table 10.5.5.2.3-1) shall be applied to the

nominal (ultimate) axial compression to evaluate the design axial capacities.

Pile group compression resistance (AASHTO 10.7.3.9): The pile group spacing for both

bridges is greater than 3.0 pile diameters; therefore, no axial group reduction factor applies.

Uplift resistance of single piles (AASHTO 10.7.3.10) was estimated in a manner similar to

that for estimating the skin friction resistance of piles in compression. Nominal (ultimate)

uplift resistance of single pile was performed using the DRIVEN program, utilizing

Nordlund and Tomlinson methods. The estimated pile nominal (ultimate) uplift resistance

versus pile length for 18-inch closed–ended pipe piles is plotted as skin friction on the

bearing capacity graphs on the previous pages. Frictional resistance in the embankment fill

has been ignored.

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In this report, under static conditions, the resistance factor for uplift (φup) of 0.50 is used

since the pile resistance will be verified in the field using a dynamic measurement combined

with signal matching analysis according to AASHTO Table 10.5.5.2.3-1.

Since the pile foundations are in groups, the uplift resistance of the pile group (Rug) is

evaluated according to AASHTO 10.7.3.11.

The horizontal resistance of the pile foundation is calculated using the factored loads since

the strength limit state is under consideration, but the soils resistance is not factored

(resistance factor is 1.0) since they represent the ultimate condition. The strength limit state

for lateral resistance is only structural (AASHTO 10.7.3.12).

We understand that there is no horizontal load (shear force) on top of the piles under static

condition. Therefore, horizontal resistance of pile groups is not evaluated under strength limit

state. Horizontal resistance of pile groups will be evaluated at Extreme Event I (earthquake)

limit state.

Scour effect on axial resistance at design flood (100-year event), (AASHTO 10.7.3.6) was

ignored for bridge B-395, since NDOT Hydraulics Section has proposed scour

countermeasures to mitigate the 100-year flood event. Scour analysis is not applicable for

bridge G-324 since the structure does not span a waterway.

The pile foundation is designed so that the available factored geotechnical resistance is

greater than the factored loads applied to the pile, including the downdrag, at the strength

limit state. The nominal pile resistance available to support structure loads plus the

downdrag is estimated by considering only the positive skin and tip resistance below the

lowest layer contributing to the downdrag.

Since all piles resistance are based on combination of skin friction and end bearing and the

pile tips will bear in very dense soils and the equivalent footing will be located within very

dense granular soil or very stiff to hard cohesive soil , the possibility of downdrag force on

piles are negligible.

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(2) Geotechnical Resistance at Service Limit State (AASHTO 10.7.2) All pile movement criteria are evaluated under the service limit state loading.

Checking the design at the service limit state loading involved checking the following pile

movements (AASHTO 10.5.2.1):

• Vertical Pile Movement (Settlement) : AASHTO 10.7.2.3

• Horizontal Pile Movement: AASHTO 10.7.2.4

• Horizontal Pile Movement due to scour at design flood (100-year event): AASHTO

10.5.5.1.

• Overall Stability: AASHTO 11.6.2.3

The geotechnical resistance factor (φ) of 1.0 and load factor (γ) of 1.0 is used in this limit

state to assess the ability of the foundation to meet the specified deflection criteria (AASHTO

10.5.5.1).

• Vertical movement (AASHTO 10.7.2.3) of the pile groups are evaluated for both

bridges B-395 and G-324. Since the pile groups are spaced at a minimum of 3.0 pile

diameter center-to-center, and all the piles will be embedded in very dense soil with

SPT N60 of greater than 50 (refer to the boring logs), the pile group settlement is

expected to be less than 1.0 inch.

• (φup) Downdrag (AASHTO 3.11.8, 10.7.1.6.2, 10.7.2.5) on the piles is evaluated at the

service limit state where downdrag is caused by soil settlement due to static axial

loads applied (new bridge approach embankment fill) after the piles were driven.

Since all piles resistance are based on combination of skin friction and end bearing

and the pile tips will bear in very dense soils and the equivalent footing will be located

within the very dense granular soil or very stiff to hard cohesive soil , the possibility

of downdrag force on piles are negligible.

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• Horizontal pile movement (AASHTO 10.7.2.4) induced by static horizontal loads is

evaluated at service limit state. The provided service loads by the Structural

Engineers show that there is no static horizontal (shear) loads on these bridges.

Therefore, there is no horizontal movement at service limit state.

• Horizontal pile movement due to scour (AASHTO 10.7.3.6): The ability of pile

foundation to meet the specified deflection criteria after scour due to the design flood

(100-year flood event), established by the Structural Engineer, is evaluated.

The evaluation of bridge B-395 pile horizontal deflection due to the scour depth at

design flood (100-year event) is ignored because the NDOT Hydraulics Section has

proposed scour countermeasures for the bridge B-395 to mitigate the 100-year flood

event.

Scour evaluation is not applicable for bridge G-324 since the structure does not span

a waterway.

• Overall Stability (AASHTO 10.7.2.1). The resistance factors used for overall

stability are as addressed in AASHTO Article 11.6.2.3.

Both bridge abutments will be supported on driven pile foundations which all the

piles will extend below the slope critical failure circle. The lateral loads on the

abutments will be resisted by the lateral capacity of the piles. Therefore, the overall

stability of the pile supported foundation is not evaluated.

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(3) Geotechnical Resistance at Extreme Event I (Earthquake) Limit State (AASHTO 10.7.4)

The pile foundations of both bridges B-395 and G-324 are subjected to horizontal loads due

to earthquake.

The geotechnical resistance at Extreme Event I (earthquake) limit state includes checking:

• Pile axial resistance in compression

• Pile uplift resistance

• Pile horizontal resistance

• Liquefaction and Downdrag effects

The pile foundation is designed to have adequate axial and lateral resistance under

earthquake loading.

Geotechnical resistance factor (φ) of 1.0 for axial compression and 0.8 for uplift resistance

(AASHTO 10.5.5.3.3) were used in the analyses. Factored loads under Extreme Event I limit

state as specified by the Structural Engineers were used and are shown in the table below.

EXTREME EVENT I LOADS

LOADS per Pile

BRIDGE G-324 PIER 1

BRIDGE B-395, ABUTMENT

Axial in Compression (kips) 357 305 Axial-Pull Up (kips) 167 108 Lateral (kips) 34 30 P-Multiplier (Pm) 0.6 0.75

The calculations showed that the axial compression loading at this limit state was the highest;

therefore, Extreme Event I limit state is controlling the design.

Since the proposed pile group configuration is simple (two rows of piles), the pile group

capacity was analyzed using Simple Static Equilibrium (“Push-Pull” couple) method to

calculate the axial compression, axial pull-out, and lateral loads on top of each piles. Using

this method, the applied overturning moments at the top of the pile group were resolved into

axial compression and axial uplift loads.

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The total applied horizontal loads under the Extreme Event I were divided by number of piles

per group to calculate the applied horizontal load per pile. The horizontal soil resistance

along the piles was modeled using P-y curves. The P-y curves were modified for pile group

effect (AASHTO 10.7.3.12).

The effect of pile group interaction was taken into account for evaluating the pile group

horizontal movement (AASHTO 10.7.2.4). The horizontal resistance of the pile group is less

than the sum of the single pile resistance. Weighted average P-Multiplier (PM) was

calculated based on the pile arrangement and pile spacing effect. The computer program

LPILE V.6 was used to calculate shear, moment, and deflection with depths for a single pile.

The P-Multiplier (PM) of 0.75 and 0.60 were used as input parameters in the P-y

Modification Factors for Group Action in this computer program for bridge B-395 and bridge

G-324 respectively.

Liquefaction screening was completed according to AASHTO 10.5.4.2. Potential for soil

liquefaction occurrence around these bridge foundations is minimal, due to high soil

densities.

Earthquake-induced downdrag (AASHTO 10.7.4, 3.11.8) was applied to the piles in

combination with other applied loads under Extreme Event I limit state (AASHTO 3.11.8).

Since all piles resistance are based on combination of skin friction and end bearing and the

pile tips will bear in very dense soils and the equivalent footing will be located within the

very dense granular soil or very stiff to hard cohesive soil , the possibility of downdrag force

on piles are negligible.

The following pages provide shear, moment, and deflection diagrams. The moment diagrams

versus depths for a single pile should be multiplied by a factor of 1.2 to account for variation

within the group for 4 pile diameter center-to-center spacing.

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(4) Geotechnical Resistance at Extreme Event II (Check Flood: Scour 500-year

flood event) Limit State (AASHTO 10.7.4)

The geotechnical resistance at Extreme Event II (scour at check flood, 500- year event) limit

state includes checking the pile axial resistance in compression, pile uplift resistance, and

pile horizontal resistance using the geotechnical resistance factor (φ) of 1.0 (AASHTO

10.5.5.3.2) and the factored loads as specified by the Structural Engineers.

Scour evaluation is not applicable for bridge G-324 since the structure does not span a

waterway.

The NDOT Hydraulics Section has proposed scour countermeasures for the bridge B-395

replacement project. Therefore check flood (500-year flood) scour at Extreme Event II is not

applicable at this site and shall be taken to be zero since no changes to the foundation

conditions need to be considered.

(B) Dynamic Analysis: Pile Drivability (AASHTO 10.7.8)

Driving resistance of the driven piles (the ability of the piles to withstand stresses induced

during installation) was evaluated by wave equation method, using computer program

GRLWEAP 2010. In addition, the wave equation analyses determine the driving stresses and

blow counts based upon hammer size. Thus, the wall thickness and required hammer size

were determined to reach a desired capacity. In these analyses, Grade 3 steel was used to

allow for higher driving stress.

Pile driving stress (σdr) in steel piles, in both compression and tension, shall be determined

as:

σdr ≤ 0.9 φdafy

Where φda is obtained from AASHTO Table 10.5.5.2.3-1 and fy is the yield strength of steel

(ksi).

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If a single acting diesel hammer is used, we recommend using Saximeter, developed by Pile

Dynamics, Inc. to record hammer stroke. Alternatively, for a single acting diesel hammer,

the provided equation on the NDOT Pile Driving Record form can be used to calculate the

hammer stroke.

We recommend pile driving points (shoes) be used on all piles to minimize pile damage

during driving.

We recommend that the following summary tables be included in the bridge construction

plans:

BRIDGE G-324

LOCATION MIN.

TIP ELEVATION (FEET)

DESIGN TIP ELEVATION

(FEET)

REQUIRED PILE DRIVING RESISTANCE

(KIPS) ABUTMENT #1 4609 4600 250

PIER 1 & 2 4595 4585 300 ABUTMENT #2 4608 4602 250

Note: Pre-augering within the embankment fill is mandatory.

BRIDGE B-395

LOCATION MIN.

TIP ELEVATION (FEET)

DESIGN TIP ELEVATION

(FEET)

REQUIRED PILE DRIVING RESISTANCE

(KIPS) ABUTMENT #1 4590 4585 300 ABUTMENT # 2 4583 4578 300

Note: Abutment #2: Over-excavate to elevation 4622 feet and replace it with Granular Backfill. A trial hammer Delmag D36-32 was used in GRLWEAP 2010 to check the drivability of the

piles at these two bridges. The output shows that the piles are drivable and the compression

stresses on the piles are within acceptable limits. The following tables present the results of

these analyses.

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LATERAL EARTH PRESSURE ON ABUTMENT AND WING WALLS The current design states that the bridge abutments will be cast in place pile caps with

abutment walls supported on the pile caps. The abutment walls will be seat-type, which can

deflect at the top and cause the lateral active earth pressure to develop. The following soil

parameters are recommended for the structural design of the abutment walls:

NDOT Geotechnical Jul 18 2013 GRLWEAP Version 2010SPRR Ov erpass, G-324 : 05/17/2013 : Abba

Gain/Loss 1 at Shaf t and Toe 0.820 / 1.000

Ultimate End Blow Comp. Tension Depth Capacity Friction Bearing Count Stress Stress Stroke ENTHRU f t kips kips kips blows/f t ksi ksi f t kips-f t

10.0 101.1 45.0 56.1 5.2 20.706 0.000 5.10 44.6 20.0 146.7 90.6 56.1 8.3 25.227 -0.492 5.80 41.5 20.0 319.9 90.8 229.1 20.7 30.684 0.000 7.20 38.3 24.0 368.8 114.0 254.8 24.2 31.211 -0.507 7.43 38.1 28.0 420.2 139.7 280.5 28.4 31.754 -0.466 7.65 38.1 28.0 224.2 140.1 84.2 12.7 27.403 -0.398 6.38 39.1 32.0 273.7 189.6 84.2 17.2 29.264 0.000 6.88 37.8 36.0 323.2 239.1 84.2 22.2 30.811 -0.129 7.32 37.0 36.0 569.9 239.5 330.4 49.4 33.700 -0.313 8.25 38.2 38.0 587.1 255.6 331.5 53.2 33.638 -0.038 8.30 37.4 40.0 605.2 272.6 332.6 57.9 34.225 0.000 8.34 36.4

Total Continuous Driv ing Time 15.00 minutes; Total Number of Blows 640

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LATERAL EARTH PRESSURE DESIGN PARAMETERS SEAT-TYPE ABUTMENTS

(Deflection at the top of the wall is more than 0.5% of the wall height.) (with no build-up of hydrostatic pressure)

* Where heavy static and dynamic compaction equipment is used within a distance of one-half the wall height behind the wall, the effect of additional earth pressure that may be induced by compaction shall be taken into account. Static Active Earth Pressure Coefficient = KA = 0.278 (Coulomb’s equation for δ/φf = 0.5) Static Active Earth Pressure = KA γ H Static Active Earth Force by the Driving Wedge = ½ KA γ H2 ; (located at 1/3 from the bottom of the wall) (Static + Seismic) Active Earth Pressure Coefficient = KAE (Mononobe and Okabe): KAE = 0.63 for Kh = As = 0.25g (Static + Seismic) Active Earth Pressure = KAE γ H (Static + Seismic) Active Earth Force by the Driving Wedge = ½ KAE γ H2 Abutment Backfill Internal Friction Angle (φf) 32 degrees

Backfill Unit Weight (γf) 0.125 kcf

Interface Friction Coefficient (tan δ) for concrete cast against soil Interface Friction Coefficient (tan δ) for precast concrete against soil

tan δ = 0.50 tan δ = 0.40

General Seismic Design Parameters

Nevada Eureka County: Based on NDOT Bridge Structures Division policy:

• Peak Ground Acceleration Coefficient (PGA) = 0.25g

• Short-Period Spectral Acceleration Coefficient (Ss) = 0.60

• Long-Period Spectral Acceleration Coefficient (S1) = 0.20

AASHTO LRFD Table 3.10.33.1-1, Site Class Definitions: the site generally can be classified

as Site Class D.

Response Modification Factor = R = varies, see AASHTO Table 3.10.7.1-1

Vertical Acceleration Coefficient = 0 [AASHTO Appendix A11]

Poisson’s ratio for granular backfill material = µ = 0.30

Young Modulus for granular backfill material (Es; AASHTO Table C10.4.6.3-1):

• Es= 0.139N160 (ksi) ≈ 4.448 ksi ; for N160 = 32 (estimated)]

Shear Modulus (G) for granular backfill material = Es / 2(1+µ) ≈1.7 ksi

24

EMBANKMENT SETTLEMENT and STABILITY Settlement for the abutment approach fills were analyzed based on a maximum fill height of

25.5 feet, with a maximum of 2(H):1(V) side slopes. Based on our analysis, we estimate that

the proposed approach fills will experience less than 1 inch of total settlement. Slope stability

is not a concern for all embankment slopes as designed in the contract plans.

SCOUR PROTECTION NDOT Hydraulic Section has proposed that the Bridge B-395 approach slopes be armored

with a layer of Class 700 riprap. The riprap shall be underlain by a Class 1 erosion control

geotextile and a layer of Class 550/700 Riprap Bedding material conforming to Standard

Specification 706.03.07. The riprap slopes should not be steeper than a maximum 1.75:1

(H:V). The toe of riprap sections shall be constructed 1 foot below the streambed elevation. GEOTECHNICAL REPORT LIMITATIONS

Recommendations contained in this report are based on the information obtained from our

field explorations, laboratory tests, and observations of our Project Engineer. The nature and

extent of variations may not be evident until construction takes place. If conditions are

encountered during construction, which differ from those described in this report, or if the

scope of construction is altered significantly, the Geotechnical Section must be notified in

order that a review of our recommendations can be provided.

On-site aggregate potential quality studies were not performed. It is the sole responsibility of

the contractor to do his/her independent studies on the on-site aggregate productions if he/she

decides to use the on-site aggregate production as construction materials including but not

limited to roadway base aggregate, asphaltic concrete mix, and Portland concrete mix.

25

REFERENCES 1. Geologic Map of Nevada, Map 57; Nevada Bureau of Mines and Geology, 1977. 2. Geologic Map of Eureka County, Nevada, Bulletin 64, Plate 3; Nevada Bureau of

Mines and Geology, 1963. 3. Standard Specifications for Road and Bridge Construction, State of Nevada

Department of Transportation, 2001. 4. AASHTO LRFD Bridge Design Specifications, 6th edition, 2012.

26

APPENDIX A

Project Location Area Map Borehole Location Sheets

APPENDIX B

Boring Log Key Boring Logs

KEY TO BORING LOGS

USCS GROUP TYPICAL SOIL DESCRIPTION GW GP GC SW SP SM SC ML CL OL MH CH OH PT

Well graded gravels, gravel-sand mixtures, little or no fines Poorly graded gravels, gravel-sand mixtures, little or no fines Clayey gravels, poorly graded gravel-sand-clay mixtures Well graded sands, gravelly sands, little or no fines Poorly graded sands, gravelly sands, little or no fines Silty sands, poorly graded sand-silt mixtures Clayey sands, poorly graded sand-clay mixtures Inorganic silts and very fine sands, rock flour, silty or clayey fine sands with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silt-clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity Peat and other highly organic soils

MOISTURE CONDITION CRITERIA SOIL CEMENTATION CRITERIA Description Criteria Description Criteria Dry Absence of moisture, dusty, Weak Crumbles or breaks with handling or little

dry to touch. finger pressure. Moist Damp, no visible free water. Moderate Crumbles or breaks with considerable Wet Visible free water, usually below finger pressure.

groundwater table. Strong Won’t break or crumble w/finger pressure

∇ Groundwater Elevation Symbols

California Modified Sampler field blow counts (NCMS field) for

(6< NCMS field <50) can be converted to NSPT field by: (NCMS field)(0.62) = NSPT field

SPT field blow counts (NSPT field) can be converted to N60 by: (NSPT field)(ETR/60) =N60

ETR = Energy Transfer Ratio

Field blow counts from 140 lb hammer with 30 inch free fall

TEST ABBREVIATIONS CD CONSOLIDATED DRAINED CH CHEMICAL (CORROSIVENESS) CM COMPACTION CU CONSOLIDATED UNDRAINED D DISPERSIVE SOILS DS DIRECT SHEAR E EXPANSIVE SOIL G SPECIFIC GRAVITY H HYDROMETER HC HYDRO-COLLAPSE K PERMEABILITY

O ORGANIC CONTENT OC CONSOLIDATION PI PLASTICITY INDEX RQD ROCK QUALITY DESIGNATION RV R-VALUE S SIEVE ANALYSIS SL SHRINKAGE LIMIT U UNCONFINED COMPRESSION UU UNCONSOLIDATED UNDRAINED UW UNIT WEIGHT W MOISTURE CONTENT

SAMPLER NOTATION

CMS CALIF. MODIFIED SAMPLER1

CPT CONE PENETRATION TEST CS CONTINUOUS SAMPLER2

PB PITCHER BARREL RC ROCK CORE3

SH SHELBY TUBE4

SPT STANDARD PENETRATION TEST5 TP TEST PIT

1- I.D.= 2.421 inch

2- I.D.=3.228 inch with tube; 3.50 inch w/o tube

3- NXB I.D.= 1.875 inch

4- I.D.= 2.875 inch

5- I.D.= 1.375 inch, O.D.= 2.00 inch

SOIL COLOR DESIGNATIONS ARE FROM THE MUNSELL SOIL/ROCK COLOR CHARTS.

EXAMPLE: (7.5 YR 5/3) BROWN

Revised June 2011

PARTICLE SIZE LIMITS CLAY SILT SAND GRAVEL COBBLES BOULDERS

FINE MEDIUM COARSE FINE COARSE

.002 mm #200 #40 #10 #4 ¾ inch 3 inch 12 inch

STANDARD PENETRATION CLASSIFICATION* (after Peck, et al., 1974) GRANULAR SOIL CLAYEY SOIL

BLOWS/FT DENSITY

N60

BLOWS/FT CONSISTENCY

N60

0 - 4 5 – 10 11 - 30 31 - 50 OVER 50

VERY LOOSE LOOSE MEDIUM DENSE DENSE VERY DENSE

0 - 1 VERY SOFT 2 - 4 SOFT 5 - 8 MEDIUM STIFF 9 - 15 STIFF 16 - 30 VERY STIFF 31 - 60 HARD OVER 60 VERY HARD

* SPT N60-values are only reliable for sands,and should serve only as estimates for other materials such as gravels, silts and clays.

4.50

9.50

14.50

16.00

19.50

24.50

26.00

30.00

6.00

11.00

16.00

17.50

21.00

26.00

27.50

A

B

C

D

E

F

G

7

15

59

22

20

32

17

3

4

8

7

5

18

5

4

7

30

11

10

17

7

SILTY SAND Light brown to tan, dry

GRAVELLY SILTY CLAY Medium brown, dry todamp, loose

SANDY LEAN CLAY Light to medium brown, dryto damp, stiff

SILTY GRAVEL with SAND Light to mediumbrown, damp, very dense

SILTY SAND Light to medium brown, damp,medium dense

SANDY ELASTIC SILT Light to medium brownwith white nodules, moist, medium dense

ELASTIC SILT with SAND Light brown, wet,dense

ELASTIC SILT with SAND Medium brown, dampto wet, medium dense

Bulk 1 @ 1.0' -4.0'.

Free water @25'.

7.80

12.80

16.00

18.50

30.00

3

8

29

11

10

15

10

CLML

CL

GM

SM

MH

SPT

SPT

CMS

SPT

SPT

CMS

SPT

4635.5

4630.5

4625.5

4620.5

4615.5

5

10

15

20

25

5

10

15

20

25

25.00

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

9-1-10

SHEET 1 OF 2

MATERIAL DESCRIPTION

Dunphy Bridge Replacements - FR EU 02

BACKFILLED

9/1/10

ELEV. ft

6 inchIncrements

9/1/10

TYPE

SAMPLE

4615.5Automatic

DEPTH ft

DATE

DBR-1

DRILLINGMETHOD

UPRR Overpass - G-324

PercentRecov'd

73548 GROUNDWATER LEVEL

EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

9/1/10

LAB TESTS

4640.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM

"D" 79+046' LeftBoomhowerDiedrich D-120; Unit 1082Altamirano

NV

_DO

T D

UN

PH

Y G

-324

.GP

J N

V_D

OT

.GD

T 5

/29

/13

34.50

39.50

49.50

31.50

36.00

41.00

50.80

H

I

J

K

26

25

27

50/0.3'

7

9

8

22

12

10

12

48

ELASTIC SILT with SAND Medium brown, wet,dense

ELASTIC SILT with SAND Light to mediumbrown, wet, dense

SILTY SAND Light yellowish green, wet, dense

SILTY SAND Light yellowish green, wet, verydense (lightly cemented)

B.O.H.

Hard drilling @37'.

Slow drilling @40'; 350 psi downpressure.

Hydraulicproblems on drillrig; no jaws.

37.80

50.80

14

15

15

50/0.3'

MH

SM

SPT

SPT

SPT

CMS

4605.5

4600.5

4595.5

4590.5

4585.5

35

40

45

50

55

35

40

45

50

55

25.00

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

9-1-10

SHEET 2 OF 2



BACKFILLED

9/1/10

ELEV. ft

6 inchIncrements

9/1/10

TYPE

SAMPLE

4615.5Automatic

DEPTH ft

DATE

DBR-1

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

9/1/10

LAB TESTS

4640.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM

"D" 79+046' LeftBoomhowerDiedrich D-120; Unit 1082Altamirano

NV

_DO

T D

UN

PH

Y G

-324

.GP

J N

V_D

OT

.GD

T 5

/29

/13

28.00

29.50A 23

1212

ASPHALTIC CONCRETE

SILTY SAND with GRAVEL Medium brown,damp, medium dense

Borehole locatedon fill,approximately 27'high.

27.00

30.0011

SMSPT 67

46613.0

46608.0

46603.0

46598.0

46593.0

5

10

15

20

25

5

10

15

20

25

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

11-9-11

SHEET 1 OF 4



BACKFILLED

11/8/11

ELEV. ft

6 inchIncrements

11/9/11

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

DBR-2

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

46618.00 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM

"D" 81+3535' LeftBoomhowerDiedrich D-120; Unit 1082Rigsby

NV

_DO

T D

UN

PH

Y G

-324

.GP

J N

V_D

OT

.GD

T 5

/29

/13

33.00

38.00

43.00

45.00

49.00

53.00

58.00

34.50

39.50

44.50

46.70

50.50

54.50

59.50

B

C

D

E

F

G

H

27

13

8

30

21

41

51

12

3

2

4

3

4

4

13

5

3

16

9

15

21

SANDY SILT Dark gray, wet, medium dense

SANDY SILT Dark gray, wet, loose

POORLY GRADED GRAVEL with SAND Darkgray, wet, dense

POORLY GRADED SAND with GRAVEL Darkgray, wet, medium dense

WELL GRADED SAND with SILTY CLAY andGRAVEL Dark grayish brown, wet, dense

WELL GRADED SAND with SILTY CLAY andGRAVEL Dark grayish brown, wet, very dense

(B) Rock in shoe;no recovery.

(D) Water onsampler whenretreived.

End of day 1drilling @ 50.5'.Day 2 - No waterobserved in hole.

36.20

45.20

48.00

51.80

60.00

14

8

5

14

12

26

30

ML

GP

SP

SWSC

SPT

SPT

SPT

CMS

SPT

SPT

SPT

0

87

100

100

60

60

60

46583.0

46578.0

46573.0

46568.0

46563.0

35

40

45

50

55

35

40

45

50

55

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

11-9-11

SHEET 2 OF 4



BACKFILLED

11/8/11

ELEV. ft

6 inchIncrements

11/9/11

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

DBR-2

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

46618.00 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T D

UN

PH

Y G

-324

.GP

J N

V_D

OT

.GD

T 5

/29

/13

63.00

68.00

73.00

83.00

64.50

69.50

74.50

84.50

I

J

K

L

69

34

35

102

19

9

12

24

31

15

15

42

CLAYEY SAND Medium brown, moist, verydense

CLAYEY SAND with GRAVEL Medium brown,moist, dense

CLAYEY SAND with GRAVEL Light to mediumreddish brown, moist, dense

CLAYEY SAND with GRAVEL Light to mediumyellowish brown, moist, very dense

90.00

38

19

20

60

SC

SPT

SPT

SPT

CMS

67

73

93

80

46553.0

46548.0

46543.0

46538.0

46533.0

65

70

75

80

85

65

70

75

80

85

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

11-9-11

SHEET 3 OF 4



BACKFILLED

11/8/11

ELEV. ft

6 inchIncrements

11/9/11

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

DBR-2

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

46618.00 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T D

UN

PH

Y G

-324

.GP

J N

V_D

OT

.GD

T 5

/29

/13

93.00

108.00

94.50

108.90

M

N

72

50/0.4'

19

42

31

50/0.4'

SANDY FAT CLAY Light to medium brown,moist, very hard

CLAYEY SAND with GRAVEL Light to mediumbrown, moist, very hardB.O.H.

101.30

108.90

41

CH

SC

SPT

SPT

100

47

46523.0

46518.0

46513.0

46508.0

46503.0

95

100

105

110

115

95

100

105

110

115

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

11-9-11

SHEET 4 OF 4



BACKFILLED

11/8/11

ELEV. ft

6 inchIncrements

11/9/11

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

DBR-2

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

46618.00 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T D

UN

PH

Y G

-324

.GP

J N

V_D

OT

.GD

T 5

/29

/13

10.00

20.00

30.00

11.50

21.50

A

B

35

22

12

4

15

15

SILTY SAND Tan, dry, loose, with cobbles

CLAYEY SAND with GRAVEL Medium brown,dry to moist, dense

SANDY ELASTIC SILT Mottled tan with black,moist to wet, very stiff

300 psi downpressure.

5.00

15.70

30.00

20

7

SC

MH

SPT

SPT

85

100

4640.5

4635.5

4630.5

4625.5

4620.5

5

10

15

20

25

5

10

15

20

25

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

10-17-12

SHEET 1 OF 3



BACKFILLED

10/17/12

ELEV. ft

6 inchIncrements

10/17/12

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

DBR-3

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

4645.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM

"D" 78+8010' LeftBoomhowerDiedrich D-120; Unit 1082Pypkowski

NV

_DO

T D

UN

PH

Y G

-324

.GP

J N

V_D

OT

.GD

T 5

/29

/13

40.00

50.00

55.00

60.00

31.50

41.50

51.50

56.50

C

D

E

F

65

70

38

36

16

12

20

8

31

26

17

13

SANDY ELASTIC SILT Medium brown, moist towet, very dense

SILTY SAND Medium brown, moist to wet, verydense

SILTY SAND Medium to dark brown, wet, verydense

SANDY ELASTIC SILT Medium brown, wet,dense

ELASTIC SILT Medium brown, wet, dense

SILTY SAND Medium reddish brown, wet, verydense

450 psi downpressure.

(D) Water onsampler whenretreived.

31.20

45.70

58.20

60.00

34

44

21

23

MH

SM

MH

SM

CMS

SPT

SPT

SPT

95

115

100

115

4610.5

4605.5

4600.5

4595.5

4590.5

35

40

45

50

55

35

40

45

50

55

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

10-17-12

SHEET 2 OF 3



BACKFILLED

10/17/12

ELEV. ft

6 inchIncrements

10/17/12

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

DBR-3

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

4645.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T D

UN

PH

Y G

-324

.GP

J N

V_D

OT

.GD

T 5

/29

/13

70.00

80.00

61.30

70.80

81.30

G

H

I

50/0.3'

25/0.3'

50/0.3'

18

23

28

33

25/0.3'

48

SILTY SAND Medium reddish brown, wet, verydense

SILTY SAND Medium brown, wet, very dense


B.O.H.

(H) Last 15blows; noprogress. Rock insampler shoe.

81.30

50/0.3'

50/0.3'

SM

SPT

SPT

SPT

160

100

100

4580.5

4575.5

4570.5

4565.5

4560.5

65

70

75

80

85

65

70

75

80

85

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

10-17-12

SHEET 3 OF 3



BACKFILLED

10/17/12

ELEV. ft

6 inchIncrements

10/17/12

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

DBR-3

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

4645.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T D

UN

PH

Y G

-324

.GP

J N

V_D

OT

.GD

T 5

/29

/13

4.50

9.50

6.00

11.00

A

B

26

9

8

3

12

4

SANDY SILT Light brown, dry, loose

WELL-GRADED SAND with GRAVEL<<B>Multi-colored, dense

POORLY-GRADED GRAVEL with SAND<<B>Multi-colored, medium dense

B.O.H.

Coarse sand @3.5'.

Rock in hole @9.5'.

Rock in hole @14.5'. Drill rodstuck. Thickeneddrilling mud.Hole continues tocave.Abandoned hole.

2.30

7.80

14.50

14

5

SW

GP

SPT

SPT

55

20

4627.0

4622.0

4617.0

4612.0

4607.0

5

10

15

20

25

5

10

15

20

25

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

SHEET 1 OF 1



BACKFILLED

8/31/10

ELEV. ft

6 inchIncrements

8/31/10

TYPE

SAMPLE

Automatic

DEPTH ft

DATE

DBH-1

DRILLINGMETHOD

Humboldt River Bridge - B-395

PercentRecov'd


EXPLORATION LOG

Bentonite Slurry

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

LAB TESTS

4632.00 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM

"D" 98+0315' LeftBoomhowerDiedrich D-120 Unit 1082Altamirano

NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

5.00

10.00

15.00

22.00

6.50

11.50

16.50

23.50

A

B

C

D

6

32

19

26

3

12

3

2

2

16

6

7


LEAN CLAY with SAND Medium brown, damp,medium stiff

WELL-GRADED SAND with SILT and GRAVELMedium brown, wet, dense

POORLY-GRADED SAND Multi-colored, wet,medium dense

Bulk 1 @ 2.0' -5.0'.

Free water @10'.(B) SPT-T @ 42lb-ft.

(C) SPT-T @130 lb-ft.Auger filling w/sand & gravel.

(D) Drilled to25.0'; augerin-filled back to22.0'. No samplerecovered.

2.50

8.30

13.30

30.00

4

16

13

19

CL

SWSM

SP

SPT

SPT

SPT

SPT

4626.4

4621.4

4616.4

4611.4

4606.4

5

10

15

20

25

5

10

15

20

25

10.003.00

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

9/23/2010

SHEET 1 OF 4



BACKFILLED

9/21/10

ELEV. ft

6 inchIncrements

9/22/10

TYPE

SAMPLE

4621.44628.4Automatic

DEPTH ft

DATE

DBH-2

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

9/21/109/22/10

LAB TESTS

4631.36 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM

"D" 100+4015' LeftBoomhowerDiedrich D-120 Unit 1627Pypowski

NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

42.00

52.00

60.00

43.50

53.50

E

F

22

64

9

17

10

27

LEAN CLAY with SAND Light to mediumgrayish brown, wet, stiff to very stiff

SILTY SAND Light to medium greenish brown,wet, very dense

Harder drilling @36' - 37'.1" to 3" roundedriver rock in spoilat surface.15 minutes @200 psi downpressure from 36'to 42'.

(E) SPT-T @ 190lb-ft.

(F) SPT-T @420+ lb-ft.

End of day 1.

Start day 2drilling at 53.5'.Groundwater @3.0' on day 2.

47.80

60.00

12

37

CL

SM

SPT

SPT

4596.4

4591.4

4586.4

4581.4

4576.4

35

40

45

50

55

35

40

45

50

55

10.003.00

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

9/23/2010

SHEET 2 OF 4



BACKFILLED

9/21/10

ELEV. ft

6 inchIncrements

9/22/10

TYPE

SAMPLE


DEPTH ft

DATE

DBH-2

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

9/21/109/22/10

LAB TESTS

4631.36 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

70.00

80.00

61.00

71.50

80.80

G

H

I

110

53

50/0.3'

46

19

55

110

20

50/0.3'

SILTY SAND Medium tan, wet, very dense


SILTY SAND Light to medium brown, wet, verydense

Very hard drilling@ 68'.

(H) SPT-T @420+ lb-ft.

90.00

33

SM

CMS

SPT

CMS

4566.4

4561.4

4556.4

4551.4

4546.4

65

70

75

80

85

65

70

75

80

85

10.003.00

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

9/23/2010

SHEET 3 OF 4



BACKFILLED

9/21/10

ELEV. ft

6 inchIncrements

9/22/10

TYPE

SAMPLE


DEPTH ft

DATE

DBH-2

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

9/21/109/22/10

LAB TESTS

4631.36 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

90.50

100.50

92.00

102.00

J

K

82

115

17

37

35

47

SANDY FAT CLAY Light brown to tan, wet, veryhard

CLAYEY SAND with GRAVEL Light to mediumtan, wet, very dense

B.O.H.

(K) SPT-T @420+ lb-ft.Gravel ismulti-colored, w/red and brownoxides.

96.30

102.00

47

68

CH

SC

CMS

SPT

4536.4

4531.4

4526.4

4521.4

4516.4

95

100

105

110

115

95

100

105

110

115

10.003.00

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

9/23/2010

SHEET 4 OF 4



BACKFILLED

9/21/10

ELEV. ft

6 inchIncrements

9/22/10

TYPE

SAMPLE


DEPTH ft

DATE

DBH-2

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

9/21/109/22/10

LAB TESTS

4631.36 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

10.50

18.00

25.00

12.00

19.50

26.50

A

B

C

27

15

62

9

10

17

12

8

31


WELL-GRADED SAND with GRAVEL Dense

WELL-GRADED SAND with GRAVEL Mediumdense

WELL-GRADED GRAVEL with SILT and SANDVery dense

5.30

22.30

30.00

15

7

31

SW

GWGM

SPT

SPT

SPT

65

65

65

4626.7

4621.7

4616.7

4611.7

4606.7

5

10

15

20

25

5

10

15

20

25

6.00

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

9/23/2010

SHEET 1 OF 2



BACKFILLED

9/21/10

ELEV. ft

6 inchIncrements

9/22/10

TYPE

SAMPLE

4625.7Automatic

DEPTH ft

DATE

DBH-3

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

Bentonite Slurry

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

9/23/10

LAB TESTS

4631.70 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

35.00

36.50D 20

28

GRAVELLY ELASTIC SILT Medium reddishbrown, medium dense

B.O.H.

Drilled to 45';casing would notdrive. Could notsample due toslough.

Drilled to 50';casing would notdrive.

Drilled to 55';casing would notdrive. Holecollapsed to 45';could not sample.Drilled to 57'; losttri-cone bit.

50.00

12

MH

SPT 55

4596.7

4591.7

4586.7

4581.7

4576.7

35

40

45

50

55

35

40

45

50

55

6.00

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

9/23/2010

SHEET 2 OF 2



BACKFILLED

9/21/10

ELEV. ft

6 inchIncrements

9/22/10

TYPE

SAMPLE

4625.7Automatic

DEPTH ft

DATE

DBH-3

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

Bentonite Slurry

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

9/23/10

LAB TESTS

4631.70 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

2.50

5.00

7.50

10.00

15.00

20.00

25.00

30.00

4.00

6.50

9.00

11.50

16.50

21.50

26.30

A

B

C

D

E

F

G

8

28

36

39

20

26

50/0.3'

4

4

10

10

4

4

14

4

10

17

16

7

10

47



SILTY SAND Light brown, dry, medium dense

POORLY-GRADED SAND with GRAVELMedium brown, dry, dense

WELL-GRADED GRAVEL with SILT and SANDMedium brown, dry to damp, dense

POORLY-GRADED GRAVEL with SILT andSAND Medium brown, wet, dense

POORLY-GRADED SAND with GRAVELMulti-colored, wet, medium dense

WELL-GRADED SAND with GRAVELMulti-colored, wet, dense

POORLY-GRADED SAND Multi-colored, wet,densePOORLY-GRADED GRAVEL with SAND Darkgray, wet, very dense

(D) Free water @10.5'.

(E) 6" of heavedownhole.

(F) 6" of heavedownhole.

(G) 11" of heavedownhole. Up to2" rocks insample.

4.50

5.80

7.00

9.50

13.30

18.30

23.30

25.50

30.00

4

18

19

23

13

16

50/0.3'

ML

SM

SP

GWGM

GPGM

SP

SW

SP

GP

SPT

SPT

SPT

SPT

SPT

SPT

CMS

4626.5

4621.5

4616.5

4611.5

4606.5

5

10

15

20

25

5

10

15

20

25

6.20

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

10/13/2011

SHEET 1 OF 4



BACKFILLED

10/11/11

ELEV. ft

6 inchIncrements

10/12/11

TYPE

SAMPLE

4625.3Automatic

DEPTH ft

DATE

DBH-4

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

10/13/11

LAB TESTS

4631.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

35.00

40.00

45.00

50.00

60.00

30.30

36.50

41.50

46.50

51.50

H

I

J

K

L

50/0.3'

36

66

68

62

50/0.3'

8

17

20

16

12

28

27

31

POORLY-GRADED GRAVEL with SAND Darkgray, wet, very dense

ELASTIC SILT Medium reddish brown, wet,dense



CLAYEY GRAVEL with SAND Light to mediumbrown, wet, very dense

SILTY SAND Medium brown, wet

(H) 2" of heavedownhole. Nosamplerecovered.

(I) 4" of heavedownhole.

3' ofslough/heavedownhole @ 55'.

32.70

38.30

48.30

55.30

60.00

24

38

41

31

GP

MH

SM

GC

SM

SPT

SPT

SPT

SPT

SPT

4596.5

4591.5

4586.5

4581.5

4576.5

35

40

45

50

55

35

40

45

50

55

6.20

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

10/13/2011

SHEET 2 OF 4



BACKFILLED

10/11/11

ELEV. ft

6 inchIncrements

10/12/11

TYPE

SAMPLE

4625.3Automatic

DEPTH ft

DATE

DBH-4

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

10/13/11

LAB TESTS

4631.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

65.00

70.00

75.00

80.00

85.00

90.00

61.10

66.50

71.50

76.20

81.50

85.80

M

N

O

P

Q

R

20/0.1'

33

31

30/0.2'

89

50/0.3'

4

10

13

27

21

36

34

14

14

39

28

50/0.3'


CLAYEY GRAVEL with SAND Medium brown,wet, dense

SILTY GRAVEL with SAND Medium brown,wet, dense


SILTY SAND Medium yellowish brown, wet,very dense, with light greenish gray and darkbrown inclusions

SILTY SAND Medium greenish brown, wet, verydense

(M) 7" of sloughdownhole.

End of day 1.

(P) 3" of sloughdownhole.

63.10

68.30

73.30

90.00

20/0.1'

19

17

30/0.2'

61

SM

GC

GM

SM

SPT

SPT

SPT

SPT

SPT

SPT

4566.5

4561.5

4556.5

4551.5

4546.5

65

70

75

80

85

65

70

75

80

85

6.20

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

10/13/2011

SHEET 3 OF 4



BACKFILLED

10/11/11

ELEV. ft

6 inchIncrements

10/12/11

TYPE

SAMPLE

4625.3Automatic

DEPTH ft

DATE

DBH-4

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

10/13/11

LAB TESTS

4631.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

100.00

110.00

90.70

101.50

110.40

S

T

U

50/0.2'

62

50/0.4'

41

20

50/0.4'

50/0.2'

27

SILTY SAND with GRAVEL Medium to darkgreenish brown, wet, very dense


POORLY-GRADED SAND with SILT Mediumreddish brown, wet, very denseB.O.H.

95.40

105.80

110.40

35

SM

SM

SPSM

SPT

SPT

CMS

4536.5

4531.5

4526.5

4521.5

4516.5

95

100

105

110

115

95

100

105

110

115

6.20

NO.

STATION

OFFSET

ENGINEER

EQUIPMENT

OPERATOR

10/13/2011

SHEET 4 OF 4



BACKFILLED

10/11/11

ELEV. ft

6 inchIncrements

10/12/11

TYPE

SAMPLE

4625.3Automatic

DEPTH ft

DATE

DBH-4

DRILLINGMETHOD


PercentRecov'd


EXPLORATION LOG

6" H.S.A.

Yes

USCSGroupLast

1 footDEPTH

(ft)ELEV.

(ft)

DATE

REMARKSBLOW COUNT

10/13/11

LAB TESTS

4631.50 (ft)

START DATE

END DATE

JOB DESCRIPTION

LOCATION

BORING

E.A. #

GROUND ELEV.

HAMMER DROP SYSTEM


NV

_DO

T G

INT

FIL

ES

.GP

J N

V_D

OT

.GD

T 5

/29

/13

APPENDIX C

Soil Particle Size Distribution Sheets Test Result Summary Sheets Consolidation Test Reports

NEVADA DEPARTMENT OF

TRANSPORTATION

inches numbersize size

0.0 38.9 56.5 4.6 SW

0.0 58.7 41.2 0.1 GP

1"3/4"1/2"3/8"

100.096.389.679.3

100.095.685.6

#4#10#16#40#50

#100#200

61.141.131.116.411.8

6.64.6

41.35.02.61.20.80.40.1

4.5196 6.2618

1.1016 3.9349

0.2527 2.4824

1.06 1.00

17.88 2.52

Source of Sample: DBH-1 Depth: 4.5 - 6.0' Sample Number: A

Source of Sample: DBH-1 Depth: 9.5 - 11.0' Sample Number: B

D. Boomhower

Dunphy Bridges

EA 73548

+3" % GRAVEL % SAND % SILT % CLAY USCS AASHTO PL LL

SIEVE PERCENT FINER SIEVE PERCENT FINER Material Description

GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00

Particle Size Distribution Report


TRANSPORTATION

lean clay with sand

lean clay with sand


0.0 5.6 21.8 72.6 CL A-6(10) 20 35

0.0 0.0 16.2 83.8 CL A-4(6) 23 31

0.0 41.0 52.2 6.8

1"3/4"1/2"3/8"

100.098.097.4

100.095.381.979.4

#4#10#16#40#50

#100#200

94.492.591.688.485.980.072.6

100.099.999.999.599.196.683.8

59.041.533.217.213.7

9.26.8

4.9037

0.9781

0.1761

1.11

27.85

Source of Sample: DBH-2 Depth: 2.0 - 5.0' Sample Number: BULK 1



D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

lean clay with sand

silty sand


0.0 0.1 98.9 1.0 SP

0.0 0.8 20.8 78.4 CL A-7-6(14) 23 41

0.0 0.0 66.3 33.7 SM A-2-5(0) NP 43

3/8" 100.0 100.0 #4#10#16#40#50

#100#200

99.999.195.013.6

4.91.91.0

99.297.997.295.194.592.078.4

100.098.694.981.873.452.833.7

0.7441 0.1905

0.5401

0.3900

1.01

1.91

Source of Sample: DBH-2 Depth: 15.0 - 16.5' Sample Number: C

Source of Sample: DBH-2 Depth: 42.0 - 43.5' Sample Number: E

Source of Sample: DBH-2 Depth: 52.0 - 53.5' Sample Number: F

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silty sand

silty sand

silty sand


0.0 3.6 62.4 34.0 SM A-2-5(0) NP 44

0.0 0.2 66.6 33.2 SM A-2-5(0) NP 46

0.0 7.4 53.2 39.4 SM A-5(0) NP 47

3/4"1/2"3/8"

100.099.3 100.0

100.097.996.3

#4#10#16#40#50

#100#200

96.485.775.660.556.246.834.0

99.888.777.761.556.045.133.2

92.686.981.371.366.754.439.4

0.4092 0.3863 0.2010

Source of Sample: DBH-2 Depth: 60.2 - 60.7' Sample Number: G1


Source of Sample: DBH-2 Depth: 70.0 - 71.5' Sample Number: H

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silty sand

silty sand

sandy fat clay


0.0 3.4 66.8 29.8 SM A-2-5(0) NP 47

0.0 2.2 62.7 35.1 SM A-2-5(0) NP 47

0.0 13.4 35.8 50.8 CH A-7-5(15) 31 68

3/4"1/2"3/8"

100.098.397.8

100.098.4

100.095.9

#4#10#16#40#50

#100#200

96.689.580.160.752.639.829.8

97.893.587.271.264.650.135.1

86.675.970.361.158.253.850.8

0.4120 0.2398 0.3722

0.0760

Source of Sample: DBH-2 Depth: 80.1 - 80.5' Sample Number: I1

Source of Sample: DBH-2 Depth: 80.5 - 80.8' Sample Number: I2

Source of Sample: DBH-2 Depth: 90.8 - 91.3' Sample Number: J1

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

sandy elastic silt

clayey sand with gravel


0.0 23.5 30.2 46.3

0.0 14.9 27.0 58.1 MH A-7-5(21) 37 75

0.0 31.4 49.7 18.9 SC A-2-7(1) 21 44

3/4"1/2"3/8"

100.090.886.1

100.092.992.9

100.089.386.7

#4#10#16#40#50

#100#200

76.568.663.956.253.849.446.3

85.178.274.366.363.760.358.1

68.648.640.229.026.221.918.9

0.7216 0.1377 3.4544

0.4776



Source of Sample: DBH-2 Depth: 100.5 - 102.0' Sample Number: K

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION


0.0 46.9 48.9 4.2 SW

0.0 46.7 46.3 7.0

1.5"1"

3/4"1/2"3/8"

100.085.977.172.868.7

100.093.084.976.771.1

#4#10#16#40#50

#100#200

53.131.820.810.5

8.45.74.2

53.331.124.114.612.1

8.87.0

6.3070 6.0441

1.8537 1.8777

0.3917 0.2034

1.39 2.87

16.10 29.71



D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

gravelly elastic silt


0.0 59.0 35.5 5.5

0.0 23.0 10.8 66.2 MH A-5(8) 54 61

1.5"1"

3/4"1/2"3/8"

100.084.766.656.7

100.077.077.077.077.0

#4#10#16#40#50

#100#200

41.026.319.710.9

9.26.85.5

77.076.776.373.672.369.466.2

10.5702

2.5514

0.3583

1.72

29.50


Source of Sample: DBH-3 Depth: 35.0 - 36.5' Sample Number: D

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

sandy silt

silty sand


0.0 0.1 39.7 60.2 ML A-4(0) NP 25

0.0 3.5 79.2 17.3 SM A-2-4(0) NP 19

0.0 42.7 53.3 4.0 SP

3/4"1/2"3/8" 100.0 100.0

100.094.980.5

#4#10#16#40#50

#100#200

99.999.799.699.398.783.460.2

96.594.292.982.465.527.617.3

57.338.131.519.613.0

6.34.0

0.2732 5.2973

0.1595 1.0107

0.2427

0.79

21.82


Source of Sample: DBH-4 Depth: 5.0 - 5.8' Sample Number: B1

Source of Sample: DBH-4 Depth: 5.8 - 6.5' Sample Number: B2

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION


0.0 49.9 43.2 6.9

0.0 50.5 43.8 5.7

0.0 32.0 64.6 3.4 SP

1.5"1"

3/4"1/2"3/8"

100.095.277.968.7

100.078.473.966.662.0

100.097.093.786.7

#4#10#16#40#50

#100#200

50.133.627.317.814.3

9.66.9

49.534.826.613.210.7

7.65.7

68.043.030.611.8

7.94.73.4

6.9571 8.4270 3.6059

1.5147 1.4760 1.1478

0.1627 0.2647 0.3692

2.03 0.98 0.99

42.75 31.83 9.77


Source of Sample: DBH-4 Depth: 10.0 - 11.5' Sample Number: D

Source of Sample: DBH-4 Depth: 15.0 - 16.5' Sample Number: E

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

sandy elastic silt


0.0 28.0 69.0 3.0 SW

0.0 11.9 86.5 1.6 SP

0.0 4.5 41.8 53.7 MH A-7-5(8) 35 53

1"3/4"1/2"3/8"

100.096.089.986.8

100.097.9 100.0

#4#10#16#40#50

#100#200

72.044.530.312.3

8.64.73.0

88.162.140.2

9.44.92.41.6

95.590.185.871.667.060.053.7

3.2328 1.8956 0.1500

1.1658 0.9040

0.3472 0.4386

1.21 0.98

9.31 4.32

Source of Sample: DBH-4 Depth: 20.0 - 21.5' Sample Number: F


Source of Sample: DBH-4 Depth: 35.0 - 36.5' Sample Number: I

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silty sand

silty sand

clayey gravel with sand


0.0 1.1 73.4 25.5 SM A-2-5(0) NP 47

0.0 2.5 67.8 29.7 SM A-2-5(0) NP 45

0.0 55.3 30.3 14.4 GC A-2-7(0) 17 44

1"3/4"1/2"3/8" 100.0 100.0

100.081.064.658.3

#4#10#16#40#50

#100#200

98.987.371.350.646.136.325.5

97.584.374.659.253.943.029.7

44.731.126.420.318.916.614.4

0.7472 0.4473 10.3920

0.0995 0.0760 1.8118

Source of Sample: DBH-4 Depth: 40.0 - 41.5' Sample Number: J

Source of Sample: DBH-4 Depth: 45.0 - 46.5' Sample Number: K

Source of Sample: DBH-4 Depth: 50.0 - 51.5' Sample Number: L

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silty sand


silty gravel with sand


0.0 7.4 65.9 26.7 SM A-2-4(0) NP 32

0.0 48.0 33.5 18.5 GC A-2-7(0) 18 43

0.0 45.1 39.6 15.3 GM A-2-6(0) 26 40

1.5"1"

3/4"1/2"3/8"

100.096.196.1

100.084.470.866.363.1

100.083.080.673.5

#4#10#16#40#50

#100#200

92.678.568.252.046.335.926.7

52.040.334.726.024.021.118.5

54.939.833.325.023.119.415.3

0.7176 7.7713 5.9014

0.0970 0.7194 0.8414

Source of Sample: DBH-4 Depth: 60.0 - 61.1' Sample Number: M

Source of Sample: DBH-4 Depth: 65.0 - 66.5' Sample Number: N

Source of Sample: DBH-4 Depth: 70.0 - 71.5' Sample Number: O

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silty sand

silty sand

silty sand


0.0 11.1 60.2 28.7 SM A-2-5(0) 39 47

0.0 0.1 69.3 30.6 SM A-2-5(0) NP 55

0.0 3.7 68.4 27.9 SM A-2-4(0) NP 39

3/4"1/2"3/8"

100.098.598.5 100.0

100.099.5

#4#10#16#40#50

#100#200

88.970.861.147.143.035.728.7

99.994.485.366.859.844.830.6

96.384.878.265.860.545.227.9

1.1032 0.3023 0.2910

0.0851 0.0816

Source of Sample: DBH-4 Depth: 75.0 - 76.2' Sample Number: P

Source of Sample: DBH-4 Depth: 80.0 - 81.5' Sample Number: Q

Source of Sample: DBH-4 Depth: 85.0 - 85.8' Sample Number: R

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silty sand with gravel

silty sand


0.0 15.4 52.5 32.1 SM A-2-4(0) NP 39

0.0 1.6 72.6 25.8 SM A-2-5(0) NP 48

0.0 8.3 66.7 25.0

1"3/4"1/2"3/8"

100.099.099.0 100.0

100.097.394.893.8

#4#10#16#40#50

#100#200

84.668.362.153.350.442.332.1

98.488.077.555.949.337.225.8

91.782.374.961.855.940.325.0

0.9547 0.5216 0.3796

0.0970 0.0944

Source of Sample: DBH-4 Depth: 90.0 - 90.7' Sample Number: S

Source of Sample: DBH-4 Depth: 100.0 - 101.5' Sample Number: T

Source of Sample: DBH-4 Depth: 110.0 - 110.4' Sample Number: U

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION


gravelly silty clay

sandy lean clay


0.0 33.1 17.3 49.6 GM A-4(0) 24 29

0.0 17.3 14.7 68.0 CL-ML A-4(3) 21 28

0.0 13.3 27.4 59.3 CL A-4(4) 24 33

2"1.5"1"

3/4"1/2"3/8"

100.097.194.379.274.871.9

100.088.085.8

100.091.791.7

#4#10#16#40#50

#100#200

66.963.361.356.855.453.149.6

82.778.877.474.974.172.568.0

86.779.776.771.369.765.959.3

0.8680 0.0802

Source of Sample: DBR-1 Depth: 1.0 - 4.0' Sample Number: BULK 1

Source of Sample: DBR-1 Depth: 4.5 - 6.0' Sample Number: A

Source of Sample: DBR-1 Depth: 9.5 - 11.0' Sample Number: B

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION



sandy elastic silt with gravel


0.0 43.4 37.2 19.4 GM A-2-5(0) 45 54

0.0 58.0 27.4 14.6 GM A-2-7(0) 32 53

0.0 15.6 31.6 52.8 MH A-7-5(10) 41 62

1.5"1"

3/4"1/2"3/8"

100.086.377.672.6

100.092.577.764.756.9

100.087.187.187.185.3

#4#10#16#40#50

#100#200

56.643.437.228.826.923.019.4

42.031.626.920.319.016.514.6

84.479.976.268.265.859.652.8

5.5293 10.6731 0.1556

0.5171 1.6821

Source of Sample: DBR-1 Depth: 14.7 - 15.2' Sample Number: C1



D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silty sand

sandy elastic silt



0.0 5.1 61.5 33.4 SM A-2-7(1) 36 54

0.0 6.3 33.6 60.1 MH A-7-5(14) 44 66

0.0 25.0 44.0 31.0 SM A-2-7(2) 32 56

1"3/4"1/2"3/8"

100.099.5

100.095.695.0

100.097.193.487.6

#4#10#16#40#50

#100#200

94.979.868.449.945.338.833.4

93.790.085.376.573.967.360.1

75.057.249.140.338.234.531.0

0.7763 2.3060

Source of Sample: DBR-1 Depth: 16.0 - 17.5' Sample Number: D

Source of Sample: DBR-1 Depth: 19.5 - 21.0' Sample Number: E

Source of Sample: DBR-1 Depth: 24.7 - 25.2' Sample Number: F1

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

elastic silt with sand




0.0 0.0 23.8 76.2 MH A-7-5(21) 39 62

0.0 0.0 23.9 76.1 MH A-7-5(20) 42 64

0.0 0.8 19.2 80.0 MH A-7-5(28) 43 71

3/8" 100.0 #4#10#16#40#50

#100#200

100.099.798.692.589.181.876.2

100.098.797.392.390.284.476.1

99.297.195.591.089.385.180.0



Source of Sample: DBR-1 Depth: 26.0 - 27.5' Sample Number: G

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION



silty sand


0.0 0.0 29.4 70.6 MH A-7-5(17) 41 62

0.0 0.6 22.8 76.6 MH A-7-5(27) 39 69

0.0 0.9 61.9 36.8 0.4 SM A-5(0) 74 80

3/8" 100.0 100.0 #4#10#16#40#50

#100#200

100.099.598.090.987.779.670.6

99.498.897.793.491.284.376.6

99.191.3

64.4

46.437.2

0.3349

0.0373

0.0093

0.45

36.16

Source of Sample: DBR-1 Depth: 30.0 - 31.5' Sample Number: H

Source of Sample: DBR-1 Depth: 34.5 - 36.0' Sample Number: I

Source of Sample: DBR-1 Depth: 39.5 - 41.0' Sample Number: J

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silty sand

silty sand

sandy elastic silt


0.0 1.0 55.8 43.2 SM A-5(0) NP 62

0.0 3.5 59.4 37.1 SM A-5(0) NP 67

0.0 11.8 36.9 51.3 MH A-5(1) NP 58

3/4"1/2"3/8" 100.0

100.099.198.1 100.0

#4#10#16#40#50

#100#200

99.097.394.183.377.556.343.2

96.590.483.368.462.246.737.1

88.286.283.678.375.764.551.3

0.1696 0.2703 0.1185

Source of Sample: DBR-1 Depth: 49.6 - 50.1' Sample Number: K1



D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION


sandy silt

silty sand


0.0 30.0 35.6 34.4 SM A-2-4(0) 24 26

0.0 0.0 47.4 52.6 ML A-4(0) NP 25

0.0 0.0 52.0 48.0 SM A-4(0) NP 25

3/4"1/2"3/8"

100.089.285.9

#4#10#16#40#50

#100#200

70.058.252.844.041.537.934.4

100.0100.0

99.999.799.080.152.6

100.099.799.597.491.767.448.0

2.4083 0.0900 0.1189


Source of Sample: DBR-2 Depth: 38.0 - 39.5' Sample Number: C


D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silt with sandinches numbersize size

0.0 1.2 23.0 75.8 ML A-4(6) 25 34

0.0 52.5 44.1 3.4 GP

0.0 49.1 49.1 1.8 SP

1.5"1"

3/4"1/2"3/8" 100.0

100.093.580.471.6

100.094.387.977.269.4

#4#10#16#40#50

#100#200

98.898.598.397.296.189.275.8

47.534.128.011.8

7.84.53.4

50.933.324.8

8.64.92.51.8

6.8819 6.7645

1.3787 1.6345

0.3691 0.4729

0.75 0.84

18.65 14.30

Source of Sample: DBR-2 Depth: 45.0 - 45.5' Sample Number: E1



D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION


0.0 3.4 91.8 4.8 SP

0.0 28.1 64.9 7.0

0.0 40.4 49.4 10.2

1"3/4"1/2"3/8" 100.0

100.095.389.6

100.095.584.375.3

#4#10#16#40#50

#100#200

96.674.555.719.511.2

6.24.8

71.948.537.723.018.710.9

7.0

59.642.534.424.621.114.310.2

1.3258 3.1087 4.8525

0.5902 0.7240 0.7850

0.2779 0.1338

0.95 1.26

4.77 23.23

Source of Sample: DBR-2 Depth: 49.0 - 50.5' Sample Number: F



D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

clayey sand




0.0 14.2 51.1 34.7 SC A-2-6(2) 17 37

0.0 15.4 41.9 42.7 SC A-7-6(9) 22 55

0.0 18.7 36.6 44.7 SC A-7-6(9) 26 57

1"3/4"1/2"3/8"

100.095.893.6

100.098.294.2

100.092.289.287.2

#4#10#16#40#50

#100#200

85.874.066.452.348.140.534.7

84.674.067.757.153.747.842.7

81.373.768.558.855.949.844.7

0.7580 0.5676 0.4868


Source of Sample: DBR-2 Depth: 68.0 - 69.5' Sample Number: J

Source of Sample: DBR-2 Depth: 73.0 - 74.5' Sample Number: K

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION





0.0 26.6 47.3 26.1 SC A-2-7(2) 16 43

0.0 27.7 48.2 24.1 SC A-2-6(1) 16 37

0.0 43.0 39.7 17.3 GC A-2-6(0) 17 36

1.5"1"

3/4"1/2"3/8"

100.098.393.5

100.094.089.187.886.2

100.086.675.072.4

#4#10#16#40#50

#100#200

73.458.951.239.135.630.126.1

72.357.650.138.034.428.124.1

57.042.936.827.524.720.117.3

2.1670 2.3584 5.3611

0.1475 0.1896 0.5740

Source of Sample: DBR-2 Depth: 83.3 - 83.7' Sample Number: L1



D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

sandy fat clay



0.0 11.1 32.3 56.6 CH A-7-6(19) 26 65

0.0 30.0 43.5 26.5 SC A-2-6(0) 16 29

1"3/4"1/2"3/8"

100.099.197.3

100.085.885.883.6

#4#10#16#40#50

#100#200

88.981.376.668.766.261.456.6

70.056.149.838.735.830.726.5

0.1226 2.6441

0.1352

Source of Sample: DBR-2 Depth: 93.0 - 94.5' Sample Number: M

Source of Sample: DBR-2 Depth: 108.0 - 108.9' Sample Number: N

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION


sandy elastic silt


0.0 15.9 52.4 31.7 SC A-2-7(3) 28 57

0.0 12.4 25.6 62.0 MH A-7-5(20) 37 69

1.5"1"

3/4"1/2"3/8"

100.097.894.0

100.095.295.293.091.8

#4#10#16#40#50

#100#200

84.165.055.543.440.535.831.7

87.682.578.972.370.366.262.0

1.5458


Source of Sample: DBR-3 Depth: 20.0 - 21.5' Sample Number: B

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

sandy elastic silt

sandy elastic silt

silty sand


0.0 0.0 41.8 58.2 MH A-7-5(12) 35 58

0.0 0.9 47.4 51.7 MH A-5(1) NP 51

0.0 0.3 70.9 28.8 SM A-2-5(0) NP 48

3/8" 100.0 100.0 #4#10#16#40#50

#100#200

100.098.996.786.781.970.058.2

99.198.395.985.680.765.351.7

99.795.888.568.860.842.328.8

0.0836 0.1169 0.2904

0.0803




D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silty sand

sandy elastic silt

elastic silt


0.0 0.0 55.9 44.1 SM A-5(0) NP 42

0.0 0.0 39.7 60.3 MH A-5(3) NP 57

0.0 0.2 11.4 88.4 MH A-7-5(35) 53 81

3/8" 100.0 #4#10#16#40#50

#100#200

100.098.295.386.179.055.444.1

100.099.197.692.188.075.560.3

99.899.699.598.697.894.288.4

0.1736


Source of Sample: DBR-3 Depth: 50.0 - 51.5' Sample Number: E

Source of Sample: DBR-3 Depth: 55.0 - 56.5' Sample Number: F

D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



TRANSPORTATION

silty sand

silty sand

silty sand


0.0 0.7 83.1 16.2 SM A-2-7(0) 41 58

0.0 1.5 50.0 48.5 SM A-5(0) NP 47

0.0 10.4 46.5 43.1 SM A-5(0) NP 49

1/2"3/8" 100.0 100.0

100.095.7

#4#10#16#40#50

#100#200

99.392.184.665.256.235.716.2

98.596.695.488.082.566.248.5

89.683.579.269.765.455.043.1

0.3456 0.1177 0.2058

0.1232




D. Boomhower

Dunphy Bridges

EA 73548



GRAIN SIZE REMARKS:

D60

D30

D10

COEFFICIENTS

Cc

Cu

Client:

Project:

Project No.: Figure

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


EA/Cont # 73548 - 1 Dunphy Bridges - Humboldt River Bridge - B - 395

Boring No. DBH - 1 Elevation (ft) 4632.00 Station Date 8/31/2010

SAMP- DRY % SAMPLE LER SOIL W% UW PASS LL PL PI TEST Φ C Φ C COMMENTS

NO. TYPE GROUP pcf #200 % % % TYPE deg. psi deg. psi

A SPT SW 4.6

B SPT GP 0.1

CMS = California Modified Sampler 2.42" ID U = Unconfined Compressive H = Hydrometer CM = CompactionSPT = Standard Penetration 1.38" ID UU = Unconsolidated Undrained S = Sieve E = Swell/Pressure on Expansive SoilsCS = Continuous Sample 3.23" ID CD = Consolidated Drained G = Specific Gravity SL = Shrinkage LimitRC = Rock Core CU = Consolidated Undrained PI = Plasticity Index UW= Unit WeightPB = Pitcher Barrel DS = Direct Shear LL = Liquid Limit W = Moisture ContentCSS = Calif. Split Spoon 2.42" ID Φ = Friction PL = Plastic Limit K = PermeabilityCPT = Cone Penetration Test C = Cohesion NP = Non-Plastic O = Organic ContentTP = Test Pit N = No. of blows per ft., sampler OC = Consolidation D = DispersiveP = Pushed, not driven Ch = Chemical RQD = Rock Quality DesignationR = Refusal N = Field SPT N = (Ncss)(0.62) RV = R - Value X = X-Ray DefractionSh = Shelby Tube 2.87" ID MD = Moisture Density HCpot = Hydro-Collapse Potential

SUMMARY OF RESULTSN.D.O.T. GEOTECHNICAL SECTION

Job Description

SAMPLE N STRENGTH TEST

Peak Residual

DEPTH BLOWS(ft) per ft.

4.5 - 6.0 26

9.5 - 11.0 9

* = Average of subsamples


Boring No. DBH - 2 Elevation (ft) 4631.36 Station "D" 100+40, 15' Lt. Date 9/21/2010



BULK 1 Bulk CL 72.6 35 20 15

A SPT CL 28.0 83.8 31 23 8

B SPT 12.7 6.8

C SPT 23.7 1.0

D SPT

E SPT CL 40.0 78.4 41 23 18

F SPT SM 59.1 33.7 43 NP NP

G1 CMS SM 26.8 93.2 34.0 44 NP NP

G2 CMSshoe SM 29.1 33.2 46 NP NP

H SPT SM 42.4 39.4 47 NP NP

I1 CMS SM 38.8 80.0 29.8 47 NP NP

I2 CMSshoe SM 40.3 35.1 47 NP NP



80.1 - 80.5 R

80.5 - 80.8

60.7 - 61.0

70.0 - 71.5 53

52.0 - 53.5 64

60.2 - 60.7 R

22.0 - 23.5 26 No Sample Recovered

42.0 - 43.5 22

10.0 - 11.5 32

15.0 - 16.5 19

2.0 - 5.0 RV = 34

5.0 - 6.5 6

Peak Residual



Job Description






J1 CMS CH 19.3 105.3 50.8 68 31 37

J2 CMS 18.6 108.1 46.3

J3 CMSshoe MH 25.9 58.1 75 37 38

K SPT SC 11.7 18.9 44 21 23



91.8 - 92.0

100.5 - 102.0 115

91.3 - 91.8

Peak Residual

90.8 - 91.3 82

(ft) per ft.

SAMPLE N STRENGTH TESTDEPTH BLOWS


Job Description





A SPT SW 4.2

B SPT 7.0

C SPT 5.5

D SPT MH 66.2 61 54 7



25.0 - 26.5

35.0 - 36.5

10.5 - 12.0

18.0 - 19.5

Peak Residual



Job Description






A SPT ML 60.2 25 NP NP

B1 SPT SM 17.3 19 NP NP

B2 SPT SP 4.0

C SPT 6.9

D SPT 5.7

E SPT SP 3.4

F SPT SW 3.0

G1 CMS SP 13.1 95.3 1.6

G2 CMSbulk

H SPT

I SPT MH 53.7 53 35 18

J SPT SM 25.5 47 NP NP



Job Description


Peak Residual


2.5 - 4.0 8

5.0 - 5.8 28

5.8 - 6.5

7.5 - 9.0 36

10.0 - 11.5 39

15.0 - 16.5 20

20.0 - 21.5 26

25.0 - 25.5 R

25.5 - 26.3

30.0 - 30.3 R No Sample Recovered

35.0 - 36.5 36

40.0 - 41.5 66






K SPT SM 29.7 45 NP NP

L SPT GC 14.4 44 27 17

M SPT SM 26.7 32 NP NP

N SPT GC 18.5 43 28 15

O SPT GM 15.3 40 26 14

P SPT SM 28.7 47 39 8

Q SPT SM 30.6 55 NP NP

R SPT SM 27.9 39 NP NP

S SPT SM 32.1 39 NP NP

T SPT SM 25.8 48 NP NP

U CMS 25.0


STRENGTH TESTDEPTH BLOWS


Job Description

(ft) per ft.

SAMPLE N

50.0 - 51.5 62

Peak Residual

45.0 - 46.5 68

60.0 - 61.1 R

65.0 - 66.5 33

70.0 - 71.5 31

75.0 - 76.2 R

80.0 - 81.5 89

85.0 - 85.8 R

90.0 - 90.7 R

100.0 - 101.5 62


110.0 - 110.4 R

EA/Cont # 73548 - 1 Dunphy Bridges - Railroad Bridge - G - 324

Boring No. DBR - 1 Elevation (ft) 4640.46 Station Date 9/1/2010

SAMP- DRY %SAMPLE LER SOIL W% UW PASS LL PL PI TEST Φ C Φ C COMMENTS


BULK 1 BULK GM 49.6 29 24 5

A SPT CL-ML 68.0 28 21 7

B SPT CL 59.3 33 24 9

C1 CMS GM 16.2 101.5 19.4 54 45 9

C2 CMS GM 11.1 106.1 14.6 53 32 21

C3 CMSshoe MH 52.8 62 41 21

D SPT SM 33.4 54 36 18

E SPT MH 60.1 66 44 22

F1 CMS SM 20.8 103.0 31.0 56 32 24

F2 CMS MH 47.1 74.9 76.2 62 39 23

F3 CMSshoe MH 76.1 64 42 22

G SPT MH 80.0 71 43 28



Job Description


(ft) per ft.Peak Residual

1.0 - 4.0 RV = 63

4.5 - 6.0 7

9.5 - 11.0 15

14.7 - 15.2 59

15.2 - 15.7

15.7 - 16.0

16.0 - 17.5 22

19.5 - 21.0 20

24.7 - 25.2 32

25.2 - 25.7 OC


25.7 - 26.0

26.0 - 27.5 17


Boring No. DBR - 1 Elevation (ft) 4640.46 Station Date 9/1/2010



H SPT MH 80.0 62 41 21

I SPT MH 76.6 69 39 30

J SPT SM 37.2 80 74 6

K1 CMS SM 61.0 59.6 43.2 62 NP NP

K2 CMS SM 58.7 61.1 37.1 67 NP NP

K3 CMSshoe MH 51.3 58 NP NP



50.1 - 50.6

50.6 - 50.8

39.5 - 41.0 27 H

49.6 - 50.1 R

30.0 - 31.5 26

34.5 - 36.0 25

Peak Residual



Job Description



Boring No. DBR - 2 Elevation (ft) 4661.8 Station "D" 81+35, 35' Lt. Date 11/8/2011



A SPT SM 11.9 34.4 26 24 2

B SPT

C SPT ML 26.1 52.6 25 NP NP

D SPT SM 39.4 48.0 25 NP NP

E1 CMS ML 39.7 79.9 75.8 34 25 9

E2 CMS GP 13.7 117.4 3.4

E3 CMSshoe SP 10.0 1.8

F SPT SP 18.2 4.8

G SPT 10.3 7.0

H SPT 11.4 10.2

I SPT SC 11.6 34.7 37 17 20

J SPT SC 17.3 42.7 55 22 33



63.0 - 64.5 69

68.0 - 69.5 34

53.0 - 54.5 41

58.0 - 59.5 51

46.0 - 46.7

49.0 - 50.5 21

45.0 - 45.5 30

45.5 - 46.0

38.0 - 39.5 13

43.0 - 44.5 8

28.0 - 29.5 23

33.0 - 34.5 27 No Sample Recovered

Peak Residual



Job Description






K SPT SC 19.2 44.7 57 26 31

L1 CMS SC 9.9 128.4 26.1 43 16 27

L2 CMS SC 9.9 129.1 24.1 37 16 21

L3 CMSshoe GC 9.4 17.3 36 17 19

M SPT CH 18.6 56.6 65 26 39

N SPT SC 10.1 26.5 29 16 13



93.0 - 94.5 72

108.0 - 108.9 R

83.7 - 84.2

84.2 - 84.5

83.3 - 83.7 102

Peak Residual

73.0 - 74.5 35

(ft) per ft.



Job Description



SAMP- DRY %SAMPLE LER SOIL W% UW PASS LL PL PI TEST Φ C Φ C COMMENTS


A SPT SC 31.7 57 28 29

B SPT MH 62.0 69 37 32

C1 CMSbag MH 58.2 58 35 23

C2 CMS MH 37.4 74.2 51.7 51 NP NP

C3 CMSbag SM 28.8 48 NP NP

D SPT SM 44.1 42 NP NP

E SPT MH 60.3 57 NP NP

F SPT MH 88.4 81 49 32

G SPT SM 16.2 57 40 17

H SPT SM 48.5 47 NP NP

I SPT SM 43.1 49 NP NP



80.0 - 81.3 R

60.0 - 61.3 R

70.0 - 70.8 R

50.0 - 51.5 38

55.0 - 56.5 36

31.2 - 31.5

40.0 - 41.5 70

30.3 - 30.7

30.7 - 31.2 65

10.0 - 11.5 35

20.0 - 21.5 22

Peak Residual



Job Description


eureka county e.a. 73548 september 2013

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