Arlington_Memorial_Bridge_Phase_2_(Approach_Spans).pdf

FINAL GEOTECHNICAL DATA REPORT

Arlington Memorial Bridge Project GWMP 11(4) Phase 2 (Approach Span Piers)

Washington, DC

Schnabel Reference 14615006.01 October 2, 2015

October 2, 2015

Mr. William Schaub, PE Johnson, Mirmiran & Thompson, Inc.

72 Loveton Circle Sparks, MD 21152

Subject: Project 14615006.01, Geotechnical Data Report, Arlington Memorial Bridge Project GWMP 11(4) – Phase 2 (Approach Span Piers), Washington, DC

Dear Mr. Schaub:

SCHNABEL ENGINEERING CONSULTANTS, INC. (Schnabel) is pleased to submit our geotechnical data report for this project. This study was performed in accordance with the Eastern Federal Lands Highway Division’s Order for Supplies or Services dated November 11, 2014.

We appreciate the opportunity to be of service for this project. Please call us if you have any questions regarding this report.

Sincerely, SCHNABEL ENGINEERING CONSULTANTS, INC.

Emily Evans Staff Engineer

Qamar A. O. Kazmi, PE Principal

George Wirth, PE

Greenhorne & O'Mara, Inc.

Anacostia Streetcar M&O Facility

Project 10214012.00 Page 12 Schnabel Engineering, LLC December 6, 2010 Copyright 2010

We appreciate the opportunity to be of service for this project. Please call us if you have any questions regarding this report.

Sincerely, SCHNABEL ENGINEERING, LLC

Steve Fung, PE Associate

Qamar A. O. Kazmi, PE

Figures Appendix A: Soil Laboratory Test Data Appendix B: Subsurface Exploration Data Appendix C: Computations Appendix D: Subsurface Data from PB Study Appendix E: Design Concept Plans

October 2, 2015 Page i Schnabel Engineering Consultants, Inc.

Project 14615006.01 ©2015 All Rights Reserved

GEOTECHNICAL DATA REPORT

ARLINGTON MEMORIAL BRIDGE PROJECT GWMP 11(4) – PHASE 2 (APPROACH SPAN PIERS)

WASHINGTON, DC

TABLE OF CONTENTS

1.0 EXECUTIVE SUMMARY

2.0 SCOPE OF SERVICES

3.0 DESCRIPTION OF SITE AND PROPOSED CONSTRUCTION

3.1 Site Description

3.2 Proposed Construction

3.3 Regional Geology

4.0 SUBSURFACE EXPLORATION PROGRAM

4.1 Subsurface Exploration and Field Testing

5.0 LABORATORY TESTING

5.1 Soils Testing

6.0 SITE GEOLOGY AND SUBSURFACE CONDITIONS

6.1 Generalized Subsurface Stratigraphy

6.2 Groundwater

7.0 LIMITATIONS

G:\2014 Projects\West Chester\14615006.01 Arlington Memorial Bridge\Phase II\03-SE Products\03-Reports\final\Schnabel Engineering - Memorial Bridge - Phase 2 - Final.docx

October 2, 2015 Page ii Schnabel Engineering Consultants, Inc.

LIST OF FIGURES

Figure 1: Site Vicinity Map Figure 2: Boring Location Plan Figure 3: Subsurface Cross Sections

LIST OF TABLES

Table 4-1: Summary of Borings

APPENDICES

Appendix A: Subsurface Exploration Data Appendix B: Soil Laboratory Test Data Appendix C: Photographs

Johnson, Mirmiran & Thompson Arlington Memorial Bridge Project GWMP 11(4) – Phase 2 (Approach Span Piers)

October 2, 2015 Page 3 Schnabel Engineering Consultants, Inc.

1.0 EXECUTIVE SUMMARY

This report presents the data obtained from our subsurface exploration and laboratory testing for the existing Arlington Memorial Bridge in Washington, DC.

We are providing this executive summary solely for purpose of overview. Any party that relies on this report must read the full report. This executive summary omits several details, any one of which could be very important to the proper application of the report.

Arlington Memorial Bridge is located between the Lincoln Memorial and the Arlington National Cemetery in Washington, DC.

Six test borings were performed at selected pier locations in the Potomac River under the observation of a Schnabel Engineering representative.

The borings consisted of alluvial soils from mudline to refusal on top of apparent rock. Rock was not cored during this exploration.

Refusal was encountered at a depth of 29.0 ft and 37.1 ft below the top of water. Based on other borings performed during Phase 1 and published geologic literature, the bedrock in the area is Hornblende Gneiss.

October 2, 2015 Page 4 Schnabel Engineering Consultants, Inc.

2.0 SCOPE OF SERVICES

The Eastern Federal Lands Highway Division’s Order for Supplies or Services, dated November 12, 2014, defines the scope of services for this project. The scope of services for Phase 2 includes the following:

Subsurface exploration including six borings from a barge at each of the six pier locations and extending to the top of bedrock.

Field engineering services during the subsurface exploration.

Laboratory testing of materials encountered in the subsurface exploration.

Preparation of a Phase 2 geotechnical engineering report including:

o A description of the exploration and sampling methods, as well as logs of the test borings. Logs have been prepared using gINT software.

o Subsurface profiles.

3.0 DESCRIPTION OF SITE AND PROPOSED CONSTRUCTION

3.1 Site Description

The Arlington Memorial Bridge spans the Potomac River between the Lincoln Memorial and the Arlington National Cemetery in Washington, DC. Phase 2 of the project included borings at Piers 1 through 6, using a barge to perform the borings near the existing piers. The water elevation of the Potomac River ranged from 0 to about 2 feet.

We obtained the site information from the contract drawings dated April 7, 1928, prepared by W.J.

Douglas Consulting Engineer, and through our site visits. A Vicinity Map is included as Figure 1.

3.2 Proposed Construction

We understand that the existing bridge is in need of rehabilitation and that the design of the rehabilitation is ongoing. We also understand from Eastern Federal Lands (EFL) that the rehabilitation will increase the loads on piers and abutments.

3.3 Regional Geology

Review of existing geologic data in our files including the Geologic Map of the Washington West Quadrangle, District of Columbia, Montgomery and Prince Georges Counties, Maryland, and Arlington and Fairfax Counties, Virginia by Anthony H. Fleming, Avery Ala Drake Jr., and Lucy McCartan and our subsurface exploration indicate that the site is generally underlain by alluvium deposits, Cretaceous age Potomac Group soils, and rock.

Alluvial deposits were accumulated by the deposition of sediment by flowing water and are located adjacent to and within the Potomac River. Potomac Group consists of a sequence of sediments deposited by streams. Geologic maps indicate that the rock is schistose gneiss: Hornblende gneiss.

October 2, 2015 Page 5 Schnabel Engineering Consultants, Inc.

4.0 SUBSURFACE EXPLORATION PROGRAM

We performed a subsurface exploration and field testing program to explore the subsurface conditions, including the depth of bedrock and type of material above the bedrock at the six pier location and to evaluate the geotechnical properties of the materials encountered. This program included six test borings and soil laboratory testing. Exploration methods used are discussed below. The appendices to this report contain the results of our exploration.

4.1 Subsurface Exploration and Field Testing

4.1.1 Test Borings

Our subcontractor, Connelly and Associates, drilled six test borings under our observation between July 17 and July 21, 2015. The borings were performed at the following locations:

Table 4-1: Summary of Borings

Boring Location Mudline Elevation (ft)

B-1 Pier 1 -20.0

B-2 Pier 2 -29.4

B-3 Pier 3 -25.5

B-6 Pier 4 -24.6

B-7 Pier 5 -5.3

B-8 Pier 6 -6.5

Appendix A includes specific observations, remarks, and logs for the borings, classification criteria, drilling methods, and sampling protocols. The test results of laboratory testing performed on samples collected during the geotechnical exploration are included in Appendix B. Appendix C presents photographs taken during the field exploration program. Figure 2 indicates the approximate test boring locations. The soil samples will be shipped to the Eastern Federal Lands Highway Division in Sevierville, Tennessee after our testing is completed.

5.0 LABORATORY TESTING

Our laboratory performed tests on selected samples obtained during the subsurface exploration. The testing aided in the classification of materials encountered in the subsurface exploration. The test results are included in Appendix B.

5.1 Soils Testing

5.1.1 Index Testing

We performed moisture and gradation tests on 17 jar samples of soil to provide soil classifications and to provide parameters for use with published correlations with soil properties. The results are presented in the Summary of Laboratory Tests in Appendix B and are summarized in Section 6.0.

October 2, 2015 Page 6 Schnabel Engineering Consultants, Inc.

The moisture results for two of the borings indicated that the moisture was over 100 percent. This was found in samples that were taken from the top 1.5 feet of the alluvial material. This could indicate that the material contained organics that burned off during the drying of the material.

6.0 SITE GEOLOGY AND SUBSURFACE CONDITIONS

6.1 Generalized Subsurface Stratigraphy

During our exploration, we encountered the following stratigraphy based on the exploration and laboratory test data included in the appendices:

6.1.1 Potomac River Water Level

The water depth of the Potomac River varied from 5.25 feet to 29.5 feet, from EL -6.5 feet to EL -29.4 feet. The water was deepest at the center piers, piers 2, 3, and 4, and shallower at piers 1, 5, and 6.

Water depth was generally shallower on the Virginia side of the Potomac River.

6.1.2 Stratum A: Abutment Concrete

Borings for Phase 2 were not performed through abutments or piers.

6.1.3 Stratum B: Alluvial Soils

Alluvial soils were encountered in borings B-1, B-2, B-3, B-6, B-7, or B-8 from the riverbed (mudline) and extended to the termination depth at auger refusal on apparent bedrock. The apparent bedrock depths ranged from 29.0 to 37.1 feet, EL -28.5 to EL -36.6 feet.

The Alluvial Soils were split into two groups; Fine grained Alluvial Soils and Coarse grained Alluvial Soils.

6.1.3.1 Stratum B1: Fine Grained Alluvial Soils

The Fine Grained Alluvial Soils were encountered in all test borings from the riverbed to depths of 21.5 to

32.0 feet below the water surface. The Fine Grained Alluvial Soils generally consisted of Organic Soils (OL/OH) and Elastic Silts (MH) with varying amounts of sand, organics, and shells.

The standard penetration test (N) values for the Fine Grained Alluvial soils ranged from weight of hammer (WOH) to 4 blows per foot (bpf) which indicates a very soft to soft consistency.

The soil samples tested within this stratum have the following properties:

Percent Moisture = 39.4% to 169.6% Minus No. 200 sieve = 27.6% to 93.8%

6.1.3.2 Stratum B2: Coarse Grained Alluvial Soils

The Coarse Grained Alluvial Soils were encountered in all Phase 2 test borings from below the Fine Grained Alluvial Soil of Stratum B1 to the termination depths of 29.0 to 37.1 feet below the water surface.

Stratum B1 was also interlayered with Stratum B2 in test borings B-7 and B-8. In boring B-7, Stratum B1 was encountered at a depth of 11.8 feet below the water surface and extended to 23.8 feet. In boring B-

October 2, 2015 Page 7 Schnabel Engineering Consultants, Inc.

8, Stratum B1 was encountered from below the riverbed to a depth of 21.5 and again from a depth of 26.5 to 28.0 feet. The Coarse Grained Alluvial Soils generally consisted of Poorly Graded Sand with varying amounts of silt, gravel, organics, and shells.

Except for samples collected/attempted near the bottom of borings at auger refusal, the standard penetration test (N) values for the coarse grained Alluvial Soils generally ranged from weight of hammer (WOH) to 3 bpf, which indicates very loose material. SPT values near the bottom of borings ranged from 15 bpf to 50/5” blows per foot (bpf) which indicates a medium dense to very dense material. The blows per foot generally increased with depth.

The soil samples tested within this stratum have the following properties:

Percent Moisture = 16.6 to 53.5 % Minus No. 200 sieve = 1.9 to 25.4 %

6.1.4 Stratum C: Potomac Group

Potomac Group soils were not encountered in borings drilled for Phase 2.

6.1.5 Stratum D: Hornblende Gneiss

Hornblende Gneiss was not cored during this subsurface investigation. The borings were terminated once the top of the Hornblende Gneiss was encountered. The top of the Hornblende Gneiss was determined to be encountered with auger refusal and an N value of 50 blows per one inch or less.

6.2 Groundwater

The water elevations were observed to be the same as the river elevation. They varied as the tide changed during the day. We expect that the groundwater levels will reflect the river water levels.

7.0 LIMITATIONS

We based the analyses and recommendations submitted in this report on the information revealed by our exploration.

This report has been prepared to aid in the evaluation of this site and to assist in the design of the project.

It is intended for use concerning this specific project. We based our recommendations on information on the site and proposed construction as described in this report. Substantial changes in loads, locations, or grades should be brought to our attention so we can modify our recommendations as needed. We would appreciate an opportunity to review the plans and specifications as they pertain to the recommendations contained in this report, and to submit our comments to you based on this review.

We have endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report, or other instrument of service.

October 2, 2015 Schnabel Engineering Consultants, Inc.

FIGURES

Figure 1: Site Vicinity Map (1 sheet) Figure 2: Test Boring Location Plan (1 sheet) Figure 3: Subsurface Cross Sections (1 sheet)

³ ar cg is

/1

/2

T hi s

M ap w as

C re at ed

In S ch na be l E ng in ee rin gs S ite V ic in ity M ap A pp lic at io n

NOT TO SCALE

PROJECT NO. 14615006.01

SITE VICINITY

MAP

FIGURE 1

WASHINGTON, DC

Sources: Esri, HERE, DeLorme, USGS, Intermap, increment P Corp., NRCAN, Esri Japan, METI, Esri China (Hong Kong), Esri (Thailand), MapmyIndia, © OpenStreetMap contributors, and the GIS User Community Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, © Schnabel Engineering, 2015. All Rights Reserved.#

ARLINGTON MEMORIAL BRIDGE PROJECT GWMP 11(4)

PHASE 2 (APPROACH SPAN PIERS)

ARLINGTON MEMORIAL BRIDGE PROJECT GWMP 11(4)

PHASE 2 (APPROACH SPAN PIERS)

WASHINGTON, DC

PROJECT 14615006.01 FIGURE 2

© Schnabel Engineering 2015 All Rights Reserved

TEST BORING LOCATION PLAN

LEGEND

- APPROXIMATE PHASE 2 TEST BORING LOCATION

ARLINGTON MEMORIAL BRIDGE SUBSURFACE INVESTIGATION

APPROXIMATE SOIL BORING LOCATIONS

A

A

APPENDIX A

SUBSURFACE EXPLORATION DATA

Subsurface Exploration Procedures (1 sheet) General Notes for Subsurface Exploration Logs (1 sheet) Identification of Soil (1 sheet) Boring Logs, B-1, B-2, B-3, B-6, B-7, B-8 (6 sheets)

SUBSURFACE EXPLORATION PROCEDURES

Test Borings – Mud Rotary

Drillers advanced the borings using mud rotary drilling techniques. The boring is advanced with a drill string consisting of a 3⅞-inch diameter tri-cone roller bit attached to A-sized drilled rods. Bentonite drilling fluid is pumped through the drill rods to flush cuttings to the surface. The borehole remains full of drilling fluid to maintain the sides of the borehole. At the designated depth, the drillers removed the drill string and collect a sample using standard methods. Water level data is indicated on the logs.

Standard Penetration Test Results

The Standard Penetration Test (SPT) is performed in the borings at regular depth intervals to collect soil samples. The numbers in the Sampling Data column of the boring logs represent SPT results. Each number represents the blows needed to drive a 2-inch O.D., 1⅜-inch I.D. split-spoon sampler 6 inches, using a 140-pound hammer falling 30 inches. The sampler is typically driven a total of 18 or 24 inches.

The first 6 inches are considered a seating interval. The total of the number of blows for the second and third 6-inch intervals is the SPT “N value.” The Standard Penetration Test is performed according to

ASTM D1586.

The SPT samples were obtained using a hydraulically driven automatic trip hammer (ATH). Most correlations with SPT data are based on N-values collected with a safety hammer. The energy applied to the split-spoon sampler using the ATH is about 33 percent greater than that applied using the safety hammer, resulting in lower N-values. The hammer blows shown on the boring logs are uncorrected for the higher energy. However, we correct SPT N values for the higher energy when using N values in our analyses.

Soil Classification Criteria

The group symbols on the logs represent the Unified Soil Classification System Group Symbols (ASTM D2487) based on visual observation and limited laboratory testing of the samples. Criteria for visual identification of soil samples are included in this appendix. Some variation can be expected between samples visually classified and samples classified in the laboratory.

Disintegrated rock is defined as residual material with SPT N values between 60 blows per foot and refusal. Refusal is defined as an N value of 50 blows for a penetration of one inch or less.

Partially weathered rock (PWR) is defined as residual material with SPT N values between 100 blows per foot and refusal. Refusal is defined as an N value of 50 blows for a penetration of one inch or less.

Boring Locations and Elevations

Boring locations were located by GPS coordinates to verify that they were close to the existing bridge piers. The approximate boring locations are shown on Figure 2. Ground surface elevations at the boring locations were obtained from the contract drawings dated April 7, 1928, prepared by W.J. Douglas

Locations and elevations should be considered no more accurate than the methods used to determine them.

GENERAL NOTES FOR

SUBSURFACE EXPLORATION LOGS

1. Numbers in sampling data column next to Standard Penetration Test (SPT) symbols indicate blows required to drive a 2-inch O.D., 1⅜-inch I.D. sampling spoon 6 inches using a 140 pound hammer falling 30 inches. The Standard Penetration Test (SPT) N value is the number of blows required to drive the sampler 12 inches, after a 6 inch seating interval. The Standard Penetration Test is performed in general accordance with ASTM D1586.

2. Visual classification of soil is in accordance with terminology set forth in “Identification of Soil.”

The ASTM D2487 group symbols (e.g., CL) shown in the classification column are based on visual observations.

3. Estimated water levels indicated on the logs are only estimates from available data and may vary with precipitation, porosity of the soil, site topography, and other factors.

4. Refusal at the surface of rock, boulder, or other obstruction is defined as an SPT resistance of 50 blows for 1 inch or less of penetration.

5. The logs and related information depict subsurface conditions only at the specific locations and at the particular time when drilled or excavated. Soil conditions at other locations may differ from conditions occurring at these locations. Also, the passage of time may result in a change in the subsurface soil and water level conditions at the subsurface exploration location.

6. The stratification lines represent the approximate boundary between soil and rock types as obtained from the subsurface exploration. Some variation may also be expected vertically between samples taken. The soil profile, water level observations and penetration resistances presented on these logs have been made with reasonable care and accuracy and must be considered only an approximate representation of subsurface conditions to be encountered at the particular location.

7. Key to symbols and abbreviations:

S-1, SPT Sample No., Standard Penetration Test 5+10+1 Number of blows in each 6-inch increment

IDENTIFICATION OF SOIL

I. DEFINITION OF SOIL GROUP NAMES (ASTM D2487) SYMBOL GROUP NAME

Coarse-Grained Soils More than 50% retained on No. 200 sieve

Gravels – More than 50% of coarse fraction retained on No. 4 sieve Coarse, ¾” to 3” Fine, No. 4 to ¾”

Clean Gravels Less than 5% fines

GW WELL GRADED

GRAVEL

GP POORLY GRADED

GRAVEL

Gravels with fines More than 12% fines

GM SILTY GRAVEL

GC CLAYEY GRAVEL

Sands – 50% or more of coarse Fraction passes No. 4 sieve Coarse, No. 10 to No. 4 Medium, No. 40 to No. 10 Fine, No. 200 to No. 40

Clean Sands Less than 5% fines

SW WELL GRADED

SAND

SP POORLY GRADED

SAND

Sands with fines More than 12% fines

SM SILTY SAND

SC CLAYEY SAND

Fine-Grained Soils 50% or more passes the No. 200 sieve

Silts and Clays – Liquid Limit less than 50 Low to medium plasticity

Inorganic CL LEAN CLAY

ML SILT

Organic OL ORGANIC CLAY

ORGANIC SILT

Silts and Clays – Liquid Limit 50 or more Medium to high plasticity

Inorganic CH FAT CLAY

MH ELASTIC SILT

Organic OH ORGANIC CLAY

ORGANIC SILT

Highly Organic Soils Primarily organic matter, dark in color and organic odor PT PEAT

II. DEFINITION OF SOIL COMPONENT PROPORTIONS (ASTM D2487)

Examples

Adjective Form

GRAVELLY

SANDY

>30% to <50% coarse grained component in a fine-grained soil

GRAVELLY LEAN CLAY

CLAYEY

SILTY

>12% to <50% fine grained component in a coarse-grained soil

SILTY SAND

“With” WITH GRAVEL

WITH SAND

>15% to <30% coarse grained component in a fine-grained soil

FAT CLAY WITH GRAVEL

WITH GRAVEL

WITH SAND

>15% to <50% coarse grained component in a coarse-grained soil

POORLY GRADED GRAVEL WITH SAND

WITH SILT

WITH CLAY

>5% to <12% fine grained component in a coarse-grained soil

POORLY GRADED SAND WITH SILT

III. GLOSSARY OF MISCELLANEOUS TERMS

SYMBOLS ............................ Unified Soil Classification Symbols are shown above as group symbols. A dual symbol “-“ indicates the soil belongs to two groups. A borderline symbol “/” indicates the soil belongs to two possible groups.

FILL ....................................... Man-made deposit containing soil, rock and often foreign matter.

PROBABLE FILL .................. Soils which contain no visually detected foreign matter but which are suspect with regard to origin.

DISINTEGRATED ROCK

(DR)

Residual materials with a standard penetration resistance (SPT) between 60 blows per foot and refusal. Refusal is defined as an SPT of 100 blows for 2" or less penetration.

PARTIALLY WEATHERED

ROCK (PWR)

Residual materials with a standard penetration resistance (SPT) between 100 blows per foot and refusal. Refusal is defined as an SPT of 100 blows for 2" or less penetration.

BOULDERS & COBBLES ..... Boulders are considered rounded pieces of rock larger than 12 inches, while cobbles range from 3 to 12-inch size.

LENSES ................................. 0 to ½-inch seam within a material in a test pit.

LAYERS ................................ ½ to 12-inch seam within a material in a test pit.

POCKET ................................ Discontinuous body within a material in a test pit.

MOISTURE CONDITIONS ..... Wet, moist or dry to indicate visual appearance of specimen.

COLOR .................................. Overall color, with modifiers such as light to dark or variation in coloration.

B1

B2

OL/OH

SC-SM

-20.0

-22.5

-28.5

20.5

23.0

29.0 Bottom of Boring at 29.0 ft.

*Not applicable because of rotary wash and water being added to aid in drilling Backfilled upon completion with grout

MC = 169.6%

% Passing #200 = 79.5

MC = 43.5%

% Passing #200 = 47.6

MC = 20.4%

% Passing #200 = 18.6

S-1, SPT

WH+WH+WH

REC=6", 33%

S-2, SPT

WH+1+1

REC=18", 100%

S-3, SPT

1+1+11

REC=12", 67%

S-4, SPT

50/0"

REC=0"

Water - 0 to 20.5 feet

Organic soil with sand, fine grained, wet, dark gray

SILTY, CLAYEY SAND, fine grained sand; wet, brownish gray, contains organics Change: fine to medium grained sand;

bluish gray, estimated <5% gravel

Fine grained Alluvial

Coarse grained Alluvial

Heavy rig chatter Auger refusal at 29 feet

Schnabel Representative: N. Thakur

Total Depth: 29.0 ft

Method: Mud Rotary

Equipment: CME-55 (Truck)

Ground Surface Elevation: 1± (ft)

Contractor: Connelly and Associates, Inc.

Frederick, Maryland

Contractor Foreman: K. Kersh

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/20/15 Finished: 7/20/15

Latitude: 38.88839 Longitude: -77.05330

Date CavedDepthTime Casing Groundwater Observations

STRA

TUMSYMBOL

Contract Number: 14615006.01 Sheet: 1 of 1

SAMPLING

DEPTH

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

Boring Number:

DATA

B-1Arlington Memorial Bridge Project GWMP 11(4)- Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, D.C.

MATERIAL DESCRIPTION

Project:

REMARKS

TE

S

T B

O R

IN

G

L O

G ; P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R A

R Y

_2

5_

_1 1.

G

LB

; P rin t:1 0/

2/

OL/OH

SP

-29.4 -29.9

-31.9

-33.6

29.5 30.0

32.0

33.7

Bottom of Boring at 33.7 ft.

*Not applicable because of rotary wash and water being added to aid in drilling Backfilled upon completion with grout

MC = 16.9%

% Passing #200 = 1.9

S-1, SPT

WH+WH+WH

REC=0", 0%

S-2, SPT

3+6+9

REC=12", 67%

S-3, SPT

50/0"

REC=0"

Water - 0 to 29.5 feet

Organic soil, wet, dark gray (based on visual observation of wash) Split soon sample with trap, could not be recovereed due to wash-out POORLY GRADED SAND, fine to medium grained sand; wet, brownish gray Change: contains rock fragments

Fine grained Alluvial

Coarse grained Alluvial Heavy rig chatter Auger refusal at

33.7 feet

Schnabel Representative: N. Thakur

Total Depth: 33.7 ft

Method: Mud Rotary

Equipment: CME-55 (Truck)

Ground Surface Elevation: 0± (ft)

Contractor: Connelly and Associates, Inc.

Frederick, Maryland

Contractor Foreman: K. Kersh

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/21/15 Finished: 7/21/15

Latitude: 38.88820 Longitude: -77.05387

Date CavedDepthTime Casing Groundwater Observations

STRA

TUMSYMBOL

Contract Number: 14615006.01 Sheet: 1 of 1

SAMPLING

DEPTH

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

Boring Number:

DATA

B-2Arlington Memorial Bridge Project GWMP 11(4)- Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, D.C.

MATERIAL DESCRIPTION

Project:

REMARKS

TE

S

T B

O R

IN

G

L O

G ; P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R A

R Y

_2

5_

_1 1.

G

LB

; P rin t:1 0/

SC-SM

SP-SM

-25.5

-28.0

-32.3

27.0

29.5

33.8 Bottom of Boring at 33.8 ft.

*Not applicable because of rotary wash and water being added to aid in drilling Backfilled upon completion with grout

MC = 124.9%

% Passing #200 = 27.6

MC = 37.6%

% Passing #200 = 9.4

S-1, SPT

2+1+WH

REC=6", 33%

S-2, SPT

1+1+1

REC=14", 78%

S-3, SPT

50/5"

REC=5", 100%

S-4, SPT

50/0"

REC=0"

Water - 0 to 27 feet

SILTY, CLAYEY SAND, fine grained sand; wet, dark gray, contains organics

POORLY GRADED SAND WITH

SILTY CLAY, fine to medium grained sand; wet, dark gray, contains organics Change: bluish gray, contains rock fragments

Fine grained Alluvial

Coarse grained Alluvial

Heavy rig chatter Auger refusal at

33.8 feet

Schnabel Representative: N. Thakur

Total Depth: 33.8 ft

Method: Mud Rotary

Equipment: CME-55 (Truck)

Ground Surface Elevation: 2± (ft)

Contractor: Connelly and Associates, Inc.

Frederick, Maryland

Contractor Foreman: K. Kersh

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/21/15 Finished: 7/21/15

Latitude: 38.88799 Longitude: -77.05463

Date CavedDepthTime Casing Groundwater Observations

STRA

TUMSYMBOL

Contract Number: 14615006.01 Sheet: 1 of 1

SAMPLING

DEPTH

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

Boring Number:

DATA

B-3Arlington Memorial Bridge Project GWMP 11(4)- Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, D.C.

MATERIAL DESCRIPTION

Project:

REMARKS

TE

S

T B

O R

IN

G

L O

G ; P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R A

R Y

_2

5_

_1 1.

G

LB

; P rin t:1 0/

OL/OH

SP-SM

SP

-24.6 -25.1

-27.1

-29.6

-36.6

25.1 25.6

27.6

30.1

37.1 Bottom of Boring at 37.1 ft.

*Not applicable because of rotary wash and water being added to aid in drilling Backfilled upon completion with grout

MC = 47.2%

% Passing #200 = 8.5

MC = 39.3%

% Passing #200 = 4.2

MC = 16.9%

% Passing #200 = 4.8

S-1, SPT

WH+WH+WH

REC=0", 0%

S-2, SPT

4+2+WH

REC=12", 67%

S-3, SPT

2+1+2

REC=18", 100%

S-4, SPT

2+3+12

REC=18", 100%

S-5, SPT

50/0"

REC=0"

Water - 0 to 25.1 feet

Organic soil, wet, dark gray Split spoon sample with trap could not be recovered due to wash-out

POORLY GRADED SAND WITH

SILTY CLAY AND GRAVEL, fine grained sand; wet, dark gray, contains leaf, shell fragments POORLY GRADED SAND, fine to medium grained sand; wet, brownish gray, estimated <5% shell fragments Change: bluish gray

Fine grained Alluvial

Coarse grained Alluvial

Heavy rig chatter Auger refusal at

37.1 feet

Schnabel Representative: N. Thakur

Total Depth: 37.1 ft

Method: Mud Rotary

Equipment: CME-55 (Truck)

Ground Surface Elevation: 1± (ft)

Contractor: Connelly and Associates, Inc.

Frederick, Maryland

Contractor Foreman: K. Kersh

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/20/15 Finished: 7/20/15

Latitude: 38.88702 Longitude: -77.05681

Date CavedDepthTime Casing Groundwater Observations

STRA

TUMSYMBOL

Contract Number: 14615006.01 Sheet: 1 of 1

SAMPLING

DEPTH

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

Boring Number:

DATA

B-6Arlington Memorial Bridge Project GWMP 11(4)- Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, D.C.

MATERIAL DESCRIPTION

Project:

REMARKS

TE

S

T B

O R

IN

G

L O

G ; P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R A

R Y

_2

5_

_1 1.

G

LB

; P rin t:1 0/

B2

SP-SM

MH

SC-SM

SW-SC

-5.3

-11.8

-18.8

-23.8

-31.5

5.3

11.8

18.8

23.8

31.5 Bottom of Boring at 31.5 ft.

*Not applicable because of rotary wash and water being added to aid in drilling Backfilled upon completion with grout

MC = 39.4%

% Passing #200 = 54.1

MC = 50.1%

% Passing #200 = 70.8

MC = 48.4%

% Passing #200 = 41.5

MC = 33.2%

% Passing #200 = 10.0

MC = 16.6%

% Passing #200 = 7.2

S-1, SPT

1+WH+WH

REC=1", 6%

S-2, SPT

10+1+1

REC=4", 22%

S-3, SPT

2+1+WH

REC=0", 0%

S-4, SPT

2+2+2

REC=18", 100%

S-5, SPT

1+WH+1

REC=16", 89%

S-6, SPT

2+1+1

REC=18", 100%

S-7, SPT

3+2+3

REC=10", 56%

S-8, SPT

10+11+25

REC=18", 100%

S-9, SPT

50/0"

REC=0"

Water - 0 to 5.25 feet

POORLY GRADED SAND WITH SILT,

fine to coarse grained sand; wet, dark gray, estimated <5% gravel fragments, contains organics

Change: Split spoon sample with trap could not be recovered due to wash out ELASTIC SILT WITH SAND, fine grained sand; wet, dark gray, contains organics

SILTY, CLAYEY SAND, fine grained sand; wet, dark gray

WELL GRADED SAND WITH CLAY

AND GRAVEL, fine to medium grained sand; wet, brownish gray

Change: reddish gray, estimated 5 - 10% gravel

Coarse grained Alluvial

Fine grained Alluvial

Coarse grained Alluvial

Heavy rig chatter Auger refusal at

31.5 feet

Schnabel Representative: N. Thakur

Total Depth: 31.5 ft

Method: Mud Rotary

Equipment: CME-55 (Truck)

Ground Surface Elevation: 0± (ft)

Contractor: Connelly and Associates, Inc.

Frederick, Maryland

Contractor Foreman: K. Kersh

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/17/15 Finished: 7/17/15

Latitude: 38.88697 Longitude: -77.05738

Date CavedDepthTime Casing Groundwater Observations

STRA

TUMSYMBOL

Contract Number: 14615006.01 Sheet: 1 of 1

SAMPLING

DEPTH

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

Boring Number:

DATA

B-7Arlington Memorial Bridge Project GWMP 11(4)- Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, D.C.

MATERIAL DESCRIPTION

Project:

REMARKS

TE

S

T B

O R

IN

G

L O

G ; P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R A

R Y

_2

5_

_1 1.

G

LB

; P rin t:1 0/

B1

B2

OL/OH

MH

MH

SC-SM

MH

SP

-6.5 -7.0

-8.5

-15.5

-20.0

-25.0

-26.5

-30.5

8.0 8.5

10.0

17.0

21.5

26.5

28.0

32.0 Bottom of Boring at 32.0 ft.

*Not applicable because of rotary wash and water being added to aid in drilling Backfilled upon completion with grout

MC = 46.3%

% Passing #200 = 93.8

MC = 53.5%

% Passing #200 = 25.4

MC = 63.2%

% Passing #200 = 71.3

S-1, SPT

WH+WH+WH

REC=0", 0%

S-2, SPT

WH+WH+WH

REC=18", 100%

S-3, SPT

WH+WH+1

REC=3", 17%

S-4, SPT

WH+WH+WH

REC=6", 33%

S-5, SPT

2+1+2

REC=10", 56%

S-6, SPT

WH+1+2

REC=16", 89%

S-7, SPT

50/1"

REC=1", 100%

S-8, SPT

50/0"

REC=0"

Water - 0 to 8 feet

Organic soils, wet, dark gray Split spoon sample with trap cold not be retrieved due to complete wash out ELASTIC SILT WITH SAND; wet, dark gray, estimated <5% shell fragments

SANDY ELASTIC SILT; moist, dark gray, contains shell fragments

SILTY, CLAYEY SAND, fine grained sand; wet, dark gray, contains organics

SANDY ELASTIC SILT; wet, dark gray, estimated <5% fine grained sand POORLY GRADED SAND, medium to coarse grained sand; wet, brownish gray

Change: contains rock fragments

Fine grained Alluvial

Coarse grained Alluvial

Fine grained Alluvial Coarse grained Alluvial

Heavy rig chatter Auger refusal at 32 feet

Schnabel Representative: N. Thakur

Total Depth: 32.0 ft

Method: Mud Rotary

Equipment: CME-55 (Truck)

Ground Surface Elevation: 2± (ft)

Contractor: Connelly and Associates, Inc.

Frederick, Maryland

Contractor Foreman: K. Kersh

Hammer Type: Auto Hammer (140 lb)

Dates Started: 7/21/15 Finished: 7/21/15

Latitude: 38.88672 Longitude: -77.05806

Date CavedDepthTime Casing Groundwater Observations

STRA

TUMSYMBOL

Contract Number: 14615006.01 Sheet: 1 of 1

SAMPLING

DEPTH

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

Boring Number:

DATA

B-8Arlington Memorial Bridge Project GWMP 11(4)- Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, D.C.

MATERIAL DESCRIPTION

Project:

REMARKS

TE

S

T B

O R

IN

G

L O

G ; P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R A

R Y

_2

5_

_1 1.

G

LB

; P rin t:1 0/

APPENDIX B

GRADATION TEST DATA

Summary of Laboratory Tests (3 sheets) Detailed Results (17 sheets)

B-1

20.5 - 22.0

-20.0 - -21.5 Jar

ORGANIC SOIL WITH SAND (ASTM

D2488) B1 169.6 79.5 7.9

B-1

23.0 - 24.5

-22.5 - -24.0 Jar

SILTY, CLAYEY SAND (ASTM D2487)

B1 43.5 47.6 0.8

B-1

25.5 - 27.0

-25.0 - -26.5 Jar

SILTY, CLAYEY SAND (ASTM D2487)

B2 20.4 18.6 8.1

B-2

32.0 - 33.5

-31.9 - -33.4 Jar

POORLY GRADED SAND (ASTM D2487)

B2 16.9 1.9 0.2

B-3

27.0 - 28.5

-25.5 - -27.0 Jar

SILTY, CLAYEY SAND (ASTM D2487)

B1 124.9 27.6 1.6

B-3

29.5 - 31.0

-28.0 - -29.5 Jar

POORLY GRADED SAND WITH SILTY

CLAY (ASTM D2487) B2 37.6 9.4 5.4

B-6

27.6 - 29.1

-27.1 - -28.6 Jar

POORLY GRADED SAND WITH SILTY

CLAY AND GRAVEL (ASTM D2487) B2 47.2 8.5 10.5

Sheet 1 of 3

Boring No.

Summary of Laboratory Tests

Description of Soil Specimen

Project Number: 14615006.01

Notes:

Project:

Sample Depth ft

Elevation ft

Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, DC.

Sample Type

1. Soil tests in general accordance with ASTM standards.

2. Soil classifications are in general accordance with USDA(as applicable), based on testing indicated and visual classification.

3. Key to abbreviations: NP=Non-Plastic; ND=Not Detected; ; P=Present; T=Trace; -- indicates no test performed

Appendix

D

YN

AM

IC

L A

B S

U M

M A

R Y;

P :1

6.

.G

P J;

D : L

:G

IN

T

LI

B R

AR

Y_

_0 8_

.G

LB

; P rin t:8

/3 1/

P as si n g

N o

S ie ve

S tr at u m

N at u ra l M o is tu re

R et ai n ed

N o

S ie ve

B-6

30.1 - 31.6

-29.6 - -31.1 Jar

POORLY GRADED SAND (ASTM D2487)

B2 39.3 4.2 4.9

B-6

33.6 - 35.1

-33.1 - -34.6 Jar

POORLY GRADED SAND (ASTM D2487)

B2 16.9 4.8 2.3

B-7

11.8 - 13.3

-11.8 - -13.3 Jar

ELASTIC SILT WITH SAND (ASTM D2488)

B1 39.4 54.1 --

B-7

13.8 - 15.3

-13.8 - -15.3 Jar

ELASTIC SILT WITH SAND (ASTM D2488)

B1 50.1 70.8 --

B-7

18.8 - 20.3

-18.8 - -20.3 Jar

SILTY CLAYEY SAND (ASTM D2487)

B1 48.4 41.5 1.9

B-7

23.8 - 25.3

-23.8 - -25.3 Jar

WELL GRADED SAND WITH CLAY AND

GRAVEL (ASTM D2487) B2 33.2 10.0 11.2

B-7

28.8 - 30.3

-28.8 - -30.3 Jar

WELL GRADED SAND WITH CLAY AND

GRAVEL (ASTM D2487) B2 16.6 7.2 12.7

Sheet 2 of 3

Boring No.

Summary of Laboratory Tests

Description of Soil Specimen

Project Number: 14615006.01

Notes:

Project:

Sample Depth ft

Elevation ft

Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, DC.

Sample Type

1. Soil tests in general accordance with ASTM standards.

2. Soil classifications are in general accordance with USDA(as applicable), based on testing indicated and visual classification.

3. Key to abbreviations: NP=Non-Plastic; ND=Not Detected; ; P=Present; T=Trace; -- indicates no test performed

Appendix

D

YN

AM

IC

L A

B S

U M

M A

R Y;

P :1

6.

.G

P J;

D : L

:G

IN

T

LI

B R

AR

Y_

_0 8_

.G

LB

; P rin t:8

/3 1/

P as si n g

N o

S ie ve

S tr at u m

N at u ra l M o is tu re

R et ai n ed

N o

S

B-8

10.5 - 12.0

-9.0 - -10.5 Jar

ELASTIC SILT WITH SAND (ASTM D2488)

B1 46.3 93.8 --

B-8

21.5 - 23.0

-20.0 - -21.5 Jar

SILTY, CLAYEY SAND (ASTM D2487)

B2 53.5 25.4 1.8

B-8

26.5 - 28.0

-25.0 - -26.5 Jar

SANDY ELASTIC SILT (ASTM D2488)

B1 63.2 71.3 0.8

Sheet 3 of 3

Boring No.

Summary of Laboratory Tests

Description of Soil Specimen

Project Number: 14615006.01

Notes:

Project:

Sample Depth ft

Elevation ft

Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, DC.

Sample Type

1. Soil tests in general accordance with ASTM standards.

2. Soil classifications are in general accordance with USDA(as applicable), based on testing indicated and visual classification.

3. Key to abbreviations: NP=Non-Plastic; ND=Not Detected; ; P=Present; T=Trace; -- indicates no test performed

Appendix

D

YN

AM

IC

L A

B S

U M

M A

R Y;

P :1

6.

.G

P J;

D : L

:G

IN

T

LI

B R

AR

Y_

_0 8_

.G

LB

; P rin t:8

/3 1/

P as si n g

N o

S ie ve

S tr at u m

N at u ra l M o is tu re

R et ai n ed

N o

S

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.003 12.6

%Silt 50.7

%Clay

ASTM D422

PI

0.012

D10 %Gravel 7.9

%Sand 28.8

D30

Sample Description

B-1 ----

D100

D60

ORGANIC SOIL WITH SAND (ASTM D2488)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

20.5 ft

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, DC.

Contract: 14615006.01

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

79.5

Sieve Size

% Finer

No. 100

84.6

No. 60

86.3

No. 40

87.6

No. 20

90.2

No. 10

91.3

No. 4

92.1

3/8 in.

96.2

3/4 in.

100.0

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.004 51.6

%Silt 23.6

%Clay

ASTM D422

PI

0.365

D10 %Gravel 0.8

%Sand 24.0

D30

Sample Description

B-1 ----

D100 9.5

D60

SILTY, CLAYEY SAND (ASTM D2487)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

23.0 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

47.6

Sieve Size

% Finer

No. 100

50.1

No. 60

52.2

No. 40

63.1

No. 20

91.9

No. 10

97.5

No. 4

99.2

3/8 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge Washington, DC.

Contract: 14615006.01

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.123 73.3

%Silt 7.6

%Clay

ASTM D422

PI

0.285

D10 %Gravel 8.1

%Sand 11.0

D30

Sample Description

B-1 ----

D100

D60

SILTY, CLAYEY SAND (ASTM D2487)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

25.5 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

18.6

Sieve Size

% Finer

No. 100

34.6

No. 60

55.3

No. 40

74.2

No. 20

82.9

No. 10

87.9

No. 4

91.9

3/8 in.

94.8

3/4 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.445 97.9

%Silt %Clay

ASTM D422

PI

0.679

D10 0.268

%Gravel 0.2

%Sand 1.9

D30

Sample Description

B-2 ----

D100 9.5

D60

POORLY GRADED SAND (ASTM D2487)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

32.0 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

01.9

Sieve Size

% Finer

No. 100

03.3

No. 60

07.5

No. 40

26.7

No. 20

75.9

No. 10

98.6

No. 4

99.8

3/8 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.109 70.8

%Silt %Clay

ASTM D422

PI

0.415

D10 %Gravel 1.6

%Sand 27.6

D30

Sample Description

B-3 ----

D100 9.5

D60

SILTY, CLAYEY SAND (ASTM D2487)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

27.0 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

27.6

Sieve Size

% Finer

No. 100

32.0

No. 60

39.6

No. 40

61.0

No. 20

91.6

No. 10

96.9

No. 4

98.4

3/8 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.257 85.2

%Silt %Clay

ASTM D422

PI

0.456

D10 0.027

%Gravel 5.4

%Sand 9.4

D30

Sample Description

B-3 ----

D100

D60

POORLY GRADED SAND WITH SILTY CLAY (ASTM D2487)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

29.5 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

09.4

Sieve Size

% Finer

No. 100

15.0

No. 60

28.6

No. 40

57.1

No. 20

85.5

No. 10

93.4

No. 4

94.6

3/8 in.

96.9

3/4 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.264 81.0

%Silt %Clay

ASTM D422

PI

0.458

D10 0.099

%Gravel 10.5

%Sand 8.5

D30

Sample Description

B-6 ----

D100

D60

POORLY GRADED SAND WITH SILTY CLAY AND GRAVEL

(ASTM D2487) --

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

27.6 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

08.5

Sieve Size

% Finer

No. 100

12.2

No. 60

26.8

No. 40

58.3

No. 20

74.0

No. 10

82.6

No. 4

89.5

3/8 in.

95.1

3/4 in.

96.8

1 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.428 90.9

%Silt %Clay

ASTM D422

PI

0.637

D10 0.258

%Gravel 4.9

%Sand 4.2

D30

Sample Description

B-6 ----

D100

D60

POORLY GRADED SAND (ASTM D2487)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

30.1 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

04.2

Sieve Size

% Finer

No. 100

05.5

No. 60

08.8

No. 40

29.5

No. 20

81.8

No. 10

88.1

No. 4

95.1

3/8 in.

98.9

3/4 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.978 92.9

%Silt %Clay

ASTM D422

PI

1.385

D10 0.505

%Gravel 2.3

%Sand 4.8

D30

Sample Description

B-6 ----

D100

D60

POORLY GRADED SAND (ASTM D2487)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

33.6 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

04.8

Sieve Size

% Finer

No. 100

05.4

No. 60

06.1

No. 40

07.4

No. 20

17.9

No. 10

91.7

No. 4

97.7

3/8 in.

99.0

3/4 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method 0.007

%Silt 32.3

%Clay

ASTM D422

PI

0.133

D10 %Gravel %Sand 21.8

D30

Sample Description

B-7 ----

D100

D60

ELASTIC SILT WITH SAND (ASTM D2488)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

11.8 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

54.1

Sieve Size

% Finer

No. 100

61.2

No. 60

65.5

No. 40

93.0

No. 20

99.4

No. 10

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method 0.005

%Silt 45.8

%Clay

ASTM D422

PI

0.025

D10 %Gravel %Sand 25.0

D30

Sample Description

B-7 ----

D100

D60

ELASTIC SILT WITH SAND (ASTM D2488)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

13.8 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

70.8

Sieve Size

% Finer

No. 100

85.7

No. 60

92.4

No. 40

98.2

No. 20

99.5

No. 10

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.008 56.6

%Silt 21.6

%Clay

ASTM D422

PI

0.227

D10 %Gravel 1.9

%Sand 19.9

D30

Sample Description

B-7 ----

D100 9.5

D60

SILTY CLAYEY SAND (ASTM D2487)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

18.8 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

41.5

Sieve Size

% Finer

No. 100

50.8

No. 60

62.2

No. 40

74.2

No. 20

89.4

No. 10

96.6

No. 4

98.1

3/8 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.355 78.8

%Silt 3.0

%Clay

ASTM D422

PI

0.733

D10 0.075

%Gravel 11.2

%Sand 7.0

D30

Sample Description

B-7 ----

D100

D60

WELL GRADED SAND WITH CLAY AND GRAVEL (ASTM

D2487) --

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

23.8 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

10.0

Sieve Size

% Finer

No. 100

13.6

No. 60

18.6

No. 40

35.8

No. 20

66.6

No. 10

79.7

No. 4

88.8

3/8 in.

94.9

3/4 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.557 80.1

%Silt 2.6

%Clay

ASTM D422

PI

1.23

D10 0.095

%Gravel 12.7

%Sand 4.6

D30

Sample Description

B-7 ----

D100

D60

WELL GRADED SAND WITH CLAY AND GRAVEL (ASTM

D2487) --

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

28.8 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

07.2

Sieve Size

% Finer

No. 100

10.7

No. 60

14.1

No. 40

18.7

No. 20

47.6

No. 10

76.3

No. 4

87.3

3/8 in.

95.6

3/4 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method 0.001

%Silt 59.8

%Clay

ASTM D422

PI

0.009

D10 %Gravel %Sand 34.0

D30

Sample Description

B-8 ----

D100

D60

ELASTIC SILT WITH SAND (ASTM D2488)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

10.5 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

93.8

Sieve Size

% Finer

No. 100

98.3

No. 60

99.0

No. 40

99.4

No. 20

99.8

No. 10

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.121 72.8

%Silt 14.4

%Clay

ASTM D422

PI

0.262

D10 0.001

%Gravel 1.8

%Sand 11.0

D30

Sample Description

B-8 ----

D100 9.5

D60

SILTY, CLAYEY SAND (ASTM D2487)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

21.5 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

25.4

Sieve Size

% Finer

No. 100

32.1

No. 60

57.1

No. 40

89.6

No. 20

95.6

No. 10

97.2

No. 4

98.2

3/8 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

0.0010.010.1110100

U.S. SIEVE NUMBERS

501/23/8 4023 3/4

HYDROMETER

GRADATION CURVE

16 20 3011.5 6

P E

R C

E N

T

FI

N E

R B

Y W

E

IG

H T

100 14060

Percent Finer

6 4 3

GRAIN SIZE IN MILLIMETERS

Test Method

0.003 27.9

%Silt 46.3

%Clay

ASTM D422

PI

0.019

D10 %Gravel 0.8

%Sand 25.0

D30

Sample Description

B-8 ----

D100 9.5

D60

SANDY ELASTIC SILT (ASTM D2488)

Specimen LL PL

U.S. SIEVE OPENING IN INCHES

26.5 ft

S

IE

V E

1/ S

H

EE

T;

P

:1

6.

.G P

J;

D

: L :G

IN

T

LI

B

R

AR

Y_

_0

8_

.G

LB

; P rin t:8 /3

1/ fine coarse

COBBLES SILT OR CLAY

medium fine

SANDGRAVEL

coarse

No. 200

71.3

Sieve Size

% Finer

No. 100

78.6

No. 60

84.5

No. 40

92.9

No. 20

96.9

No. 10

98.4

No. 4

99.2

3/8 in.

100.0

Project: Arlington Memorial Bridge Project GWMP 11(4) - Phase 2 (Approach Span Piers) Subsurface Exploration Memorial Bridge

APPENDIX C

PHOTOGRAPHS (5 SHEETS)

COURTESY OF EEE CONSULTING

PHOTOGRAPH: 1

Photo Taken: 7/20/2015

LOCATION:

Upstream, facing Arlington Memorial Bridge

COMMENTS:

Taken from barge facing one of the piers

PHOTOGRAPH: 2

Photo Taken: 7/21/2015

LOCATION:

Potomac River

COMMENTS:

Setting the spuds at one of the pier locations

Washington, DC

PROJECT NO.: 14615006.01

Photographs provided be EEE Consulting

PHOTOGRAPH: 3

LOCATION:

Potomac River

COMMENTS:

Crane used to raise and lower spuds along with the turbidity curtain

PHOTOGRAPH: 4

LOCATION:

Potomac River

COMMENTS:

Placing the turbidity curtain prior to drilling

Washington, DC

PROJECT NO.: 14615006.01

PHOTOGRAPH: 5

LOCATION:

Potomac River

COMMENTS:

Placing the turbidity curtain prior to drilling

PHOTOGRAPH: 6

LOCATION:

Potomac River

COMMENTS:

Turbidity curtain in place

Washington, DC

PROJECT NO.: 14615006.01

PHOTOGRAPH: 7

LOCATION:

Potomac River

COMMENTS:

Taking an environmental sample of the river water

PHOTOGRAPH: 8

Preparing to start borings at the first pier location

Washington, DC

PROJECT NO.: 14615006.01

PHOTOGRAPH: 9

LOCATION:

Potomac River

Mud Rotary drilling

PHOTOGRAPH: 10

Mud Rotary drilling in progress

Washington, DC

PROJECT NO.: 14615006.01