Attachment_5_-_Report_of_Geotechnical_Data_2017-04-24.pdf

Corporate HQ: 3015 Dumbarton Road Richmond, Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com

VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA

Report of Geotechnical Data

NAMA Rehabilitate Potable Water Lines

Washington, DC

F&R Project No. 72U0289

Prepared For:

CH2M Hill

8720 Stony Point Parkway, Suite 110

Richmond, Virginia 23235

Prepared By:

Froehling & Robertson, Inc.

22923 Quicksilver Drive, Suite 111 Dulles, Virginia 20166

April 24, 2017

FROEHLING & ROBERTSON, INC.

Engineering Stability Since 1881

Capital Region, Dulles Operation Center

22923 Quicksilver Drive, Suite 111 Dulles, Virginia 20166‐2013

T 703.996.0123 I F 703.996.0124

Corporate HQ: 3015 Dumbarton Road Richmond, Virginia 23228 T 804.264.2701 F 804.264.1202 www.fandr.com

VIRGINIA • NORTH CAROLINA • SOUTH CAROLINA • MARYLAND • DISTRICT OF COLUMBIA

April 24, 2017

Mr. Howard Lusk, PE, CH2M Hill 8720 Stony Point Parkway, Suite 110 Richmond, Virginia, 23235

Subject: Report of Geotechnical Data

NAMA 151059 D Water Lines Washington, DC

F&R Project No. 72U0289

Dear Mr. Lusk:

The purpose of this study is to present the results of the subsurface exploration program and geotechnical data collection undertaken by Froehling & Robertson, Inc. (F&R) in connection with the proposed NAMA Rehabilitate Potable Water Lines project. Our services were performed in general accordance with F&R Proposal No. 1772‐00285 dated December 14, 2016, as authorized by your office.

The attached report presents our understanding of the project, reviews our exploration procedures, and describes the existing site and general subsurface conditions.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, please contact either of the undersigned.

Respectfully, Froehling & Robertson, Inc.

Parham Safarian Bahri, Oscar R. Merida, J.R, P.E, Staff Engineer Senior Geotechnical Engineer

CH2M HILL NAMA Rehabilitate Potable Water Lines

F&R Project No. 72U0289 April 24, 2017 ii

TABLE OF CONTENTS

SECTION PAGE

1.0 PURPOSE & SCOPE OF SERVICES

2.0 PROJECT INFORMATION

2.1 SITE DESCRIPTION

2.2 PROPOSED CONSTRUCTION

3.0 EXPLORATION PROCEDURES

3.1 SUBSURFACE EXPLORATION

3.2 LABORATORY TESTING

4.0 REGIONAL GEOLOGY & SUBSURFACE CONDITIONS

4.1 REGIONAL GEOLOGY

4.2 SUBSURFACE CONDITIONS

4.2.1 General

4.2.2 Fill and Possible Fill Materials

4.3 SUBSURFACE WATER

4.4 LABORATORY TEST RESULTS

5.0 LIMITATIONS

iii

APPENDICES

APPENDIX I

Site Location Plan (Drawing No. 1) Boring Location Plans (Drawings No. 2 through 6)

APPENDIX II

Classification of Soils for Engineering Purposes Key to Soil Classification Unified Soil Classification Chart Boring Logs (B‐1 and B‐10)

APPENDIX III

Laboratory Testing Reports

APPENDIX IV

GBA Document “Important Information about Your Geotechnical Engineering Report”

1.0 PURPOSE & SCOPE OF SERVICES

The purpose of our involvement in this project was to provide general descriptions of the subsurface soil conditions encountered at the locations explored. In order to accomplish the above objectives, we undertook the following scope of services:

Reviewed and summarized available geologic and subsurface information relative to the project site.

Visited the site to observe existing surface conditions and features.

Performed a stakeout of the boring locations based on the Boring Location Plan provided by your office using a Series 7 Trimble GPS Unit.

Hired a private utility locator to mark the private utility lines at the site and coordinated with Miss Utility.

Executed a subsurface program consisting of ten (10) borings, B‐1 through B‐10, drilled to a depth of 25 feet.

Performed geotechnical laboratory testing on representative soil samples.

Prepared this written report summarizing our work on the project and providing descriptions of the subsurface conditions encountered.

Our scope of services did not include any design recommendations for the geotechnical aspects of the project, quantity estimates, preparation of plans or specifications, the identification and evaluation of environmental related aspects of the project site, or any other item not specifically included in our scope of work.

2.0 PROJECT INFORMATION

2.1 Site Description

The site is located on the National Mall area from the Washington Monument east to the Lincoln

Memorial and along Independence Avenue SW and Ohio Drive SW to the Jefferson Memorial in

Washington, DC, as shown on the attached Site Location Plan, Drawing No. 1, located in Appendix

A of this report.

The site is relatively flat ranging in elevation from EL 1.9 at Boring B‐10 located near the intersection of Ohio Drive SW and West Basin Drive SW to elevation EL 10.9 feet at Boring B‐7 located near the intersection of 21st Street NW and Constitution Avenue NW. Ground surface elevations were determined using a Geo 7 Series Trimble GPS Unit and converted to 1929

Maryland State Plane Datum.

2.2 Proposed Construction

We understand that the project consists of the installation of approximately 12,000 LF of new potable water line that vary in size from 8” to 12” diameter, and approximately 4,000 LF of small service lines with diameter of generally less than 2”. The work includes appurtenances like fire hydrants, backflow prevention valves, gate valves, water meters, and water taps.

Horizontal directional drilling with the use of high density polyethylene (HDPE) or polyethylene (PE) will be utilized for the construction of the proposed water lines due to the sensitive nature of the park monuments, high traffic, and the landscapes in the construction area.

3.0 EXPLORATION PROCEDURES

3.1 Subsurface Exploration

The subsurface exploration program (consisting of ten test borings designated B‐1 through B‐10) was performed between March 13, and March 21, 2017, at the approximate locations shown on the attached Boring Location Plans (Drawings No. 2 through 6 Appendix I of this report). F&R personnel marked the boring locations in the field using a Series 7 Trimble GPS Unit based on the drawings provided to us by your office. Mr. Howard Lusk with CH2M Hill oversaw the stake‐out procedure. In consideration of the methods used in their determination, the boring locations shown on the attached Boring Location Plan and the elevations shown on the Boring Logs should be considered approximate.

The test borings were performed in accordance with generally accepted drilling practice using a truck‐mounted CME‐55 rotary drill rig. Hollow‐stem augers were advanced to pre‐selected depths, the center plug was removed, and representative soil samples were recovered with a standard split‐spoon sampler (1.375 in. ID & 2 in. OD) in general accordance with ASTM D 1586, the Standard Penetration Test. The split‐spoon sampler was driven into the soil by freely dropping a weight of 140 pounds from a height of 30 inches. The number of blows required to drive the split‐spoon sampler three consecutive 6‐inch increments is recorded, and the blows of the last two increments are summed to obtain the Standard Penetration Resistance (N‐value). The N‐ value provides a general indication of in‐situ soil conditions and has been correlated with certain engineering properties of soils. Standard Penetration Testing was conducted utilizing an automatic hammer.

Research has shown that the Standard Penetration Resistance (N‐value) determined by the automatic hammer is different than the N‐value determined by the safety hammer method.

Most corrections that are published in the technical literature are based on the N‐value determined by the safety hammer method. This is commonly termed N60 as the rope and cathead with a safety hammer delivers about 60 percent of the theoretical energy delivered by a 140‐ pound hammer falling 30 inches. Several researchers have proposed correction factors for the use of hammers other than the safety hammer. The correction is made by the following equation:

N60 = Nfield x CE where Nfield is the value recorded in the field, and CE is the drill rod energy ratio for the hammer used. A correction factor (CE) of 1.46 should be utilized to convert Nfield values to N60 values as noted on the Boring Logs. The correction factor is based on previous energy measurements made for the automatic hammer system utilized. The N‐values reported on the Boring Logs included in this report are the actual, uncorrected, field derived values (Nfield). It is recommended that corrected N60 values be used for engineering analysis.

Subsurface water level readings were taken in each of the borings during drilling. All boreholes were grouted using a grout mixture consisting of bentonite and cement in accordance with the

DCRA requirements up to 18 inches and the top 18 inches were backfilled with sandy loam per

NPS requirements upon completion of drilling.

Split‐spoon soil samples recovered on this project will be stored at F&R’s office for a period of sixty days. After sixty days, the samples will be discarded unless prior notification is provided to us in writing.

3.2 Laboratory Testing

Representative portions of the split‐spoon soil samples obtained throughout the exploration program were placed in glass jars and transported to our laboratory. Bulk samples were also obtained from the top 5 feet of the borings. In the laboratory, the soil samples were evaluated by a member of our professional staff in general accordance with techniques outlined in the visual‐manual identification procedure (ASTM D 2488) and the Unified Soil Classification System

(ASTM D 2487). The soil descriptions and classifications discussed in this report and shown on the attached Boring Logs are based on visual observations and should be considered approximate. Copies of the Boring Logs are provided and classification procedures are further explained in the attached Appendix II.

Laboratory tests were performed on selected split‐spoon and bulk soil samples in general accordance with the American Society for Testing and Materials (ASTM). The test samples were selected by your office after reviewing the draft boring logs on April 12, 2017. The tests performed on the soils samples were Atterberg limits (ASTM D 4318), mechanical sieve analysis

(ASTM D 6913), Hydrometer analysis (ASTM D 7928), Standard Proctor (ASTM D 698), and natural moisture content (ASTM D 2216).

4.0 REGIONAL GEOLOGY & SUBSURFACE CONDITIONS

4.1 Regional Geology

Available geologic references including the The Geologic Map of the Washington West

Quadrangle, District of Columbia, Montgomery and Prince Georges Counties, Maryland, and

Arlington and Fairfax Counties, Virginia by Flemming, Drake and McCartan (1994) indicate that the site is underlain by artificial fill with heterogeneous composition and texture overlying

Alluvium of stream bottoms and flood plains: swamp deposits, and tidal deposits (Holocene). This formation contains gravel, sand, silt, and clay and ranges from gray to gray brown in color with variable thickness up to several feet. The sediment is derived from older terraces, colluvium, and saprolite, and from fresh crystalline rock.

This alluvium formation consists of mostly quartz sand and silt, illite, and illite‐smectite mixed layer clay. The sand and silt include feldspar and immature heavy minerals such as hornblende, epidote, and chlorite.

4.2 Subsurface Conditions

4.2.1 General

The subsurface conditions discussed in the following paragraphs and those shown on the attached boring logs represent an estimate of the subsurface conditions based on interpretation of the boring data using normally accepted geotechnical engineering judgments. The transitions between different soil strata are usually less distinct than those shown on the boring logs.

Sometimes the relatively small sample obtained in the field is insufficient to definitively describe the origin of the subsurface material. In these cases, we qualify our origin descriptions with

“possible” before the word describing the material’s origin (i.e. possible fill, etc.). Although individual soil test borings are representative of the subsurface conditions at the boring locations on the dates shown, they are not necessarily indicative of subsurface conditions at other locations or at other times. Data from the specific soil test borings are shown on the attached

Boring Logs in Appendix II.

Approximately 6 inches of surficial soils were encountered at the ground surface within the borings. Surficial soil is typically a dark colored soil material containing roots, fibrous matter, and/or other organic components, and is generally unsuitable for engineering purposes. F&R has not performed any laboratory testing to determine the organic content or other horticultural properties of the observed surficial soil material; therefore, the term surficial soil is not intended to indicate suitability for landscaping and/or other purposes. The surficial soil depths provided in this report are based on driller observations and should be considered approximate. We note that the transition from surficial soil to underlying materials may be gradual, and therefore, the observation and measurement of surficial soil depths are subjective. Actual surficial soil depths should be expected to vary.

4.2.2 Fill and Possible Fill Materials

Fill and possible fill materials were encountered within the test borings to a termination depth of approximately 25 feet. Fill and possible fill materials encountered in this exploration consisted

FAT CLAY (CH), ELASTIC SILT (MH) with varying amounts of sand, SILT (ML) with varying amounts of sand, silty SAND (SM), poorly graded SAND (SM), clayey GRAVEL (GC), silty GRAVEL (GM), and poorly graded GRAVEL (GP). Standard Penetration Test (SPT) N‐values ranging from 0 to 30 blows per foot (bpf) were recorded for the soils in this stratum, indicating a very loose to medium dense state for the granular soils and a very soft to very stiff consistency for the cohesive soils.

4.3 Subsurface Water

Subsurface water was encountered within borings during drilling at elevations ranging from approximately EL 0.7 to EL ‐8.1 feet. Fluctuations in subsurface water levels and soil moisture can be anticipated with changes in precipitation, run‐off, and season. The subsurface water elevations are summarized in Table 1 below.

Table 1 – Ground Water Level Readings

Boring B‐1 B‐2 B‐3 B‐4 B‐5 B‐6 B‐7 B‐8 B‐9 B‐10

Subsurface Water

Elevation (ft)

‐2.3 ‐5.1 ‐5.7 ‐5.3 ‐2.4 0.7 ‐7.1 ‐3.4 ‐6.8 ‐8.1

4.4 Laboratory Test Results

The results of the laboratory tests are summarized in Table 2 below and included in Appendix III of this report.

Table 2 ‐ Summary of Classification Testing

Boring Depth (ft)

LL PL PI Moisture Content

Gravel

Sand

Fines

USCS

Classification

Maximum Dry

Density* (pcf)

Optimum Moisture Content*

B‐1 4.0 ‐ ‐ ‐ 20.0 0.1 81.7 18.2 ‐ ‐ ‐

B‐1 8.0 52 30 22 45.4 0.0 2.8 97.2 MH ‐ ‐

B‐10 0.5 33 19 14 18.5 9.4 38.9 51.7 CL 115.1 13.1

B‐10 2.0 ‐ ‐ ‐ 17.0 0.0 28.2 71.8 ‐ ‐ ‐

B‐10 10.0 ‐ ‐ ‐ 27.1 0.4 88.9 10.7 ‐ ‐ ‐

B‐2 10.0 ‐ ‐ ‐ 30.3 32.6 48.3 19.0 ‐ ‐ ‐

B‐3 2.0 ‐ ‐ ‐ 13.7 0.0 30.8 69.1 ‐ ‐ ‐

B‐3 6.0 ‐ ‐ ‐ 14.1 34.3 31.9 33.8 ‐ ‐ ‐

B‐4 8.0 NP NP NP 30.7 0.0 73.1 26.9 SM ‐ ‐

B‐5 4.0 61 29 32 39.6 0.0 1.3 98.7 CH ‐ ‐

B‐6 0.5 24 20 4 14.2 5.6 62.6 31.8 SC‐SM 112.1 12.9

B‐6 2.0 ‐ ‐ ‐ 16.1 5.0 67.1 27.9 ‐ ‐ ‐

B‐7 4.0 ‐ ‐ ‐ 33.5 0.0 2.0 98.0 ‐ ‐ ‐

B‐7 8.0 49 29 20 44.0 0.0 1.6 98.4 ML ‐ ‐

B‐8 6.0 ‐ ‐ ‐ 38.1 0.0 6.9 93.1 ‐ ‐ ‐

B‐9 6.0 ‐ ‐ ‐ 4.0 1.7 92.8 5.5 ‐ ‐ ‐

* Maximum dry density and optimum moisture content were determined by ASTM D 698

5.0 LIMITATIONS

This report does not reflect any variations, which may occur beyond the test borings. No warranty, express or implied, is made.

This report has been prepared for the exclusive use of CH2M Hill to aid in the evaluation of this site and to assist their office and other design professionals in the design of this project. It is intended for use with regard to the specific project described herein.

There are important limitations to this and all geotechnical studies. Some of these limitations are discussed in the information prepared by GBA, which is included in Appendix IV. We ask that you please review this GBA information.

Regardless of the thoroughness of a subsurface exploration, there is the possibility that conditions between borings will differ from those at the boring locations, that conditions are not as anticipated by the designers, or that the construction process has altered the soil conditions. Therefore, experienced geotechnical engineers should evaluate earthwork, pavement, and foundation construction to verify that the conditions anticipated in design actually exist. Otherwise, we assume no responsibility for construction compliance with the design concepts, specifications, or recommendations.

In the event that changes are made in the design or location of the proposed pipeline, the recommendations presented in the report shall not be considered valid unless the changes are reviewed by our firm and conclusions of this report modified and/or verified in writing. If this report is copied or transmitted to a third party, it must be copied or transmitted in its entirety, including text, attachments, and enclosures. Interpretations based on only a part of this report may not be valid.

APPENDIX I

DATE: February 2017

SOURCE: Google Maps

DRAWN: PSB F&R # 72U0289

Site Location Plan NAMA 151059 D Water Lines

Washington Monument Washington, DC

Drawing No.

Approximate Project Location

Scale: See Above

Approximate Site Location o

B-01

B-02

B-03

B-05

B-07

B-06

B-08

B-04

B-09

B-10

Date:

Scale:

Drawn:

As ShownFROEHLING & ROBERTSON, INC.

Engineering Stability Since 1881

April, 2017

72U-0289

NAMA Rehabilitate Potable Water Lines Washington, DC CH2M Hill

KHH

Drawing No.

Boring Location Plan

Index

Drawing No. 3 Drawing No. 4

Drawing No. 5

Drawing No. 6

0 700' 1400'

LEGEND

BOREHOLE LOCATIONN

o o o o o

10''W

W

12''W

10''W

12''W

12''W

10''W

10''W

10''W

W

SHRUBS

8" AMERICAN

HOLLY

AMERICAN

4" TWIN

AMERICAN

4" TWIN

CHERRY

4" YOSHINO

U T

B-05

B-07

B-06

Date:

Scale:

Drawn:

As ShownFROEHLING & ROBERTSON, INC.

Engineering Stability Since 1881

April, 2017

72U-0289

NAMA Rehabilitate Potable Water Lines Washington, DC CH2M Hill

0 200' 400'

LEGEND

BOREHOLE LOCATIONN KHH

Drawing No.

Boring Location Plan

6''W 6''W

W

12''W

12''W

W

W

W

6''W 6''W

W

W

10''W

W

6''W

SHRUBS

8" AMERICAN

HOLLY

AMERICAN

4" TWIN

AMERICAN

4" TWIN

CHERRY

4" YOSHINO

U T

U T

U

T

U

E

UE

U

T

B-02

B-03

Date:

Scale:

Drawn:

As ShownFROEHLING & ROBERTSON, INC.

Engineering Stability Since 1881

April, 2017

72U-0289

NAMA Rehabilitate Potable Water Lines Washington, DC CH2M Hill

0 200' 400'

LEGEND

BOREHOLE LOCATIONN KHH

Drawing No.

o

W

4''W

W

W

W

10''W

W

10''W

10''W

10''W

SHRUBS

SHRUBS

CHERRY

6" YOSHINO

HOLLY

AMERICAN

6" & 8" TWIN

HOLLY

8" AMERICAN

HOLLY

8" AMERICAN

HOLLY

AMERICAN

4" TWIN

HOLLY

AMERICAN

4" TWIN

CHERRY

2" YOSHINO

CHERRY

4" YOSHINO

U E

U

T

U T

U T

U T

U T

U T

U

T

B-05

B-06

B-08

B-04

B-09

Date:

Scale:

Drawn:

As ShownFROEHLING & ROBERTSON, INC.

Engineering Stability Since 1881

April, 2017

72U-0289

NAMA Rehabilitate Potable Water Lines Washington, DC CH2M Hill

0 200' 400'

LEGEND

BOREHOLE LOCATIONN KHH

Drawing No.

U T

U T

B-01

B-10

Date:

Scale:

Drawn:

As ShownFROEHLING & ROBERTSON, INC.

Engineering Stability Since 1881

April, 2017

72U-0289

NAMA Rehabilitate Potable Water Lines Washington, DC CH2M Hill

0 200' 400'

LEGEND

BOREHOLE LOCATIONN KHH

Drawing No.

APPENDIX II

KEY TO SOIL CLASSIFICATION

Correlation of Penetration Resistance with

Relative Density and Consistency

Sands and Gravels Silts and Clays

No. of Relative No. of

Blows, N Density Blows, N Consistency

0 - 4 Very loose 0 - 2 Very soft

5 - 10 Loose 3 - 4 Soft

11 - 30 Medium dense 5 - 8 Firm

31 - 50 Dense 9 - 15 Stiff

Over 50 Very dense 16 - 30 Very stiff

31 - 50 Hard

Over 50 Very hard

Particle Size Identification

(Unified Classification System)

Boulders: Diameter exceeds 12-in. (300-mm)

Cobbles: 3-in. (75-mm) to 12-in. (300-mm) diameter

Gravel: Coarse - ¾-in. (19-mm) to 3 in. (75-mm) diameter

Fine - No. 4 (4.75-mm) sieve to ¾-in. (19-mm) diameter

Sand: Coarse – No. 10 (2.0-mm) to No. 4 (4.76 mm) sieve

Medium – No. 40 (0.425-mm) to No. 10 (2.0-mm) sieve

Fine - No. 200 (0.075-mm) to No. 40 (0.425-mm) sieve

Silt and Clay: Less than No. 200 (0.075-mm) sieve

Modifiers

The modifiers provide our estimate of the amount of silt, clay or sand size particles in the soil sample.

Approximate

Content

Modifiers

Field Moisture

Description

≤ 5%: Trace Dry Absence of moisture, dusty, dry to touch

5 to 10%: Few Moist Damp but no visible water

15 to 25%: Little Wet Visible free water, usually soil is below water table

30 to 45%: Some

50 to 100% Mostly

CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES

ASTM Designation: D 2487

(Based on Unified Soil Classification System)

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group Symbol Group Name B

COARSE-GRAINED

SOILS

More than 50% retained on No. 200 sieve

Gravels

More than 50% coarse fraction retaining on No. 4 sieve

Clean Gravels

Less than 5% fines c

Cu ≥ 4 and 1 ≤ Cc ≤ 3 E GW Well graded gravel

F

Cu < 4 and/or 1> Cc >3

GP Poorly graded gravel

F

Gravels with Fines

More than 12 % fines c

Fines classify as ML or MH GM Silty gravel F,G,H

Fines classify as CL or CH

GC

Clayey gravel F,G,H

Sands

50% or more of coarse fraction passes No. 4 sieve

Clean Sands

Less than 5% fines D

Cu ≥ 6 and 1 ≤ Cc ≤3

SW Well-graded sand

I

Cu < 6 and/or 1 > Cc > 3

SP Poorly graded sand

I

Sands with Fines

More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I

Fines classify as CL or CH SC Clayey sand G,H,I

FINE-GRAINED SOILS

50% or more passes the No. 200 sieve

Silts and Clays

Liquid Limit less than

Inorganic PI > 7 and plots on or above

“A” line J

CL

Lean clay

K,L,M

PI < 4 or plots below “A” line J ML Silt

Organic Liquid limit - ovendried <0.75

Liquid limit - not dried

OL

Organic clay K,L,M,N

Organic silt K,L,M,O

Silts and Clays

Liquid Limit 50 or more

Inorganic PI plots on or above “A” line CH Fat clay

PI plots below “A” line MH Elastic silt

Organic Liquid limit - ovendried <0.75

Liquid limit - not dried

OH

Organic clay K,L,M,P

Organic silt K,L,M,Q

HIGHLY ORGANIC SOILS Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-in (75 mm) sieve

B If field sample contained cobbles or boulders, or both, add

“with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols:

GW-GM well-graded gravel with silt

GW-GC well-graded gravel with clay

GP-GM poorly graded gravel with silt

GP-GC poorly graded gravel with clay

D Sands with 5 to 12% fines require dual symbols:

SW-SM well-graded sand with silt

SW-SC well-graded sand with clay

SP-SM poorly graded sand with silt

SP-SC poorly graded sand with clay

E Cu=D60/D10 Cc = (D30)

/(D10*D60)

F If soil contains ≥ 15% sand, add “with sand” to the group name

G If fines classify as CL-ML, use dual symbol GC-GM, or

SC-SM

H If fines are organic, add “with organic fines” to the group name

I If soil contains ≥ 15% gravel, add “with gravel” to group name

J If Atterberg limits plot in hatched area, soils is a CL-ML, silty clay

K If soil contains 15 to 29% plus No. 200, add “with sand” or

“with gravel,” whichever is predominant

L If soil contains ≥ 30% plus No. 200, predominantly sand, add “sandy” to group name

M If soil contains ≥ 30% plus No. 200, predominantly gravel, add “gravelly” to group name

N PI ≥ 4 and plots on or above “A” line

O PI < 4 or plots below “A” line

P PI plots on or above “A” line

Q PI plots below “A” line

SIEVE ANALYSIS

Screen (in) Sieve No.

1.5 ¾ 4 10 20 40 60 100 200

D60 = 3 mm

D30 = 0.6 mm

D10 = 0.2 mm

Cu = D60/D10 = (3/0.2) = 15

Cc = (D30) /(D10*D60) = (0.6

)/(0.2*3) = 0.6

“U” Line “A” Line

CL or OL

CH or OH

ML or OL

MH or OH

CL-ML

For classification of fine-grained soils and fine-grained fraction of coarse-grained soils:

0 10 20 30 40 50 60 70 80 90 100 110

Liquid Limit (LL)

Plasticity Index (PI)

Equation of “A” line: Horizontal at PI = 4 to LL = 22.5, then PI = 0.73*(LL-20)

Equation of “U” line: Vertical at LL = 16 to PI = 7, then PI = 0.9*(LL-8)

LETTERGRAPH

SYMBOLS

MAJOR DIVISIONS

SOIL CLASSIFICATION CHART

OH

CH

MH

OL

CL

ML

SC

SM

SP

COARSE

GRAINED

SOILS

SW

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -

SAND MIXTURES, LITTLE OR NO

FINES

POORLY-GRADED GRAVELS,

GRAVEL - SAND MIXTURES, LITTLE

OR NO FINES

SILTY GRAVELS, GRAVEL - SAND -

SILT MIXTURES

GC

GM

GP

GW

CLAYEY GRAVELS, GRAVEL - SAND -

CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLY

SANDS, LITTLE OR NO FINES

POORLY-GRADED SANDS,

GRAVELLY SAND, LITTLE OR NO

FINES

SILTY SANDS, SAND - SILT

MIXTURES

CLAYEY SANDS, SAND - CLAY

MIXTURES

INORGANIC SILTS AND VERY FINE

SANDS, ROCK FLOUR, SILTY OR

CLAYEY FINE SANDS OR CLAYEY

SILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TO

MEDIUM PLASTICITY, GRAVELLY

CLAYS, SANDY CLAYS, SILTY

CLAYS, LEAN CLAYS

ORGANIC SILTS AND ORGANIC

SILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS OR

DIATOMACEOUS FINE SAND OR

SILTY SOILS

INORGANIC CLAYS OF HIGH

PLASTICITY

ORGANIC CLAYS OF MEDIUM TO

HIGH PLASTICITY, ORGANIC SILTS

CLEAN

GRAVELS

GRAVELS WITH

FINES

CLEAN SANDS

(LITTLE OR NO FINES)

SANDS WITH

FINES

LIQUID LIMIT

LESS THAN 50

LIQUID LIMIT

GREATER THAN 50

GRAVEL

AND

GRAVELLY

SOILS

FINE

GRAINED

SOILS

SAND

AND

SANDY

SOILS

SILTS

AND

CLAYS

SILTS

AND

CLAYS

MORE THAN 50%

OF COARSE

FRACTION

RETAINED ON NO.

4 SIEVE

MORE THAN 50%

OF COARSE

FRACTION

PASSING ON NO.

4 SIEVE

MORE THAN 50%

OF MATERIAL IS

SMALLER THAN

NO. 200 SIEVE

SIZE

MORE THAN 50%

OF MATERIAL IS

LARGER THAN

NO. 200 SIEVE

SIZE

(LITTLE OR NO FINES)

(APPRECIABLE

AMOUNT OF FINES)

(APPRECIABLE

AMOUNT OF FINES)

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

EXISTING FILL FILL EXISTING FILL MATERIALS

1.5

3.5

5.5

7.5

9.5

11.5

13.5

15.5

17.5

19.5

21.5

23.5

25.0

R: Recovery length of the samples

Water encountered at 6 feet during drilling

W: Spoon driven by the weight of the hammer Pocket Pen at 8 feet: 0.25

TSF

Pocket Pen at 16 feet: 0

TSF

6 inches of SURFICIAL SOIL FILL, Brown, clayey SAND (SC) with gravel, trace root matter, loose, moist Brown, sandy ELASTIC SILT (MH), trace root matter, firm, moist

Brown, silty SAND (SM), loose to very loose, moist

- Wet at 6 feet

Dark gray, sandy ELASTIC SILT (MH), very soft, wet

Dark gray, silty SAND (SM), contains seams of fat clay, very loose, wet

Boring was terminated at 25 feet. Boring was grouted per DCRA requirements up to 18 inches.

The top 18 inches was backfilled with sandy loam per NPS requirements.

* Elevation was determined with a Geo 7 Series GPS Unit in 1929 Maryland State Plane.

3.2

1.7

-0.3

-4.3

-12.3

-21.3

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

22.0

23.5

0.5

2.0

4.0

8.0

16.0

25.0

3-3-6 -R=2"

2-3-3 -R=18"

3-3-3 -R=18"

2-1-1 -R=18"

W-W-W -R=18"

W-W-2 -R=18"

W-W-W -R=18"

W-W-2 -R=18"

W-1-1 -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-1-2 -R=18"

F r o e h l in g & R o b e r t s o n , I n c .

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.

The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 72U0289

Elevation Remarks

Boring: B-1 (1 of 1)

Location: See Boring Location Plan Hammer Type: Automatic

Sample Depth (feet)

Depth

R

Total Depth: 25.0' Elevation: 3.7 ± *

Driller: Wilhelm

Drilling Method: 2.25" HSA

Date Drilled: 3/20/17

* Sample Blows

Description of Materials (Classification)

N-Value (blows/ft)

BORING LOG

BO

RI

N

G _L

O G

2U

L O

G S.

G

PJ

F

R.

G

D T

/2

4/

5.5

7.5

9.5

11.5

13.5

15.5

17.5

19.5

21.5

23.5

25.0

R: Recovery length of the samples

Water encountered at 10 feet during drilling

W: Spoon driven by the weight of the hammer

6 inches of SURFICIAL SOIL FILL, Brown, silty SAND (SM) with gravel, contains quartz, trace root matter, medium dense, moist Brown, silty GRAVEL (GM), contains quartz, medium dense, moist

Brown, silty SAND (SM), loose, moist

Brown, clayey GRAVEL (GC), very loose to loose, moist

- Wet at 10 feet

- Trace debris (ceramic) at 14 feet

Dark gray, sandy ELASTIC SILT (MH), very soft to stiff, wet

- Trace gravel, contains quartz, contains wood fragments at 18 feet

Dark gray, silty GRAVEL (GM) with sand, loose, wet

POSSIBLE FILL Brown, FAT CLAY (CH), contains wood fragments, stiff, moist

Gray and brown, silty SAND (SM) with gravel, some clay, loose, wet

Boring was terminated at 25 feet. Boring was grouted per DCRA requirements up to 18 inches.

The top 18 inches was backfilled with sandy loam per NPS requirements.

* Elevation was determined with a Geo 7 Series GPS Unit in 1929 Maryland State Plane.

4.4

2.9

-1.1

-3.1

-11.1

-15.1

-17.1

-18.6

-20.1

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

22.0

23.5

0.5

2.0

6.0

8.0

16.0

20.0

22.0

23.5

25.0

3-5-8 -R=12"

6-6-8 -R=18"

3-5-6 -R=18"

5-6-4 -R=18"

2-3-3 -R=18"

2-3-3 -R=18"

1-1-1 -R=6"

W-W-W -R=6"

2-1-1 -R=10"

3-5-7 -R=18"

3-4-5 -R=6"

4-4-5 -R=2"

3-3-5 -R=18"

F r o e h l in g & R o b e r t s o n , I n c .

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.

The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 72U0289

Elevation Remarks

Boring: B-2 (1 of 1)

Location: See Boring Location Plan Hammer Type: Automatic

Sample Depth (feet)

Depth

R

Total Depth: 25.0' Elevation: 4.9 ± *

Driller: Wilhelm

Drilling Method: 2.25" HSA

Date Drilled: 3/16/17

* Sample Blows

Description of Materials (Classification)

N-Value (blows/ft)

BORING LOG

BO

RI

N

G _L

O G

2U

L O

G S.

G

PJ

F

R.

G

D T

/2

5.5

7.5

9.5

11.5

13.5

15.5

17.5

19.5

21.5

23.5

25.0

R: Recovery length of the samples

Water encountered at 8 feet during drilling

Pocket Pen at 14 feet: 0.75

TSF

W: Spoon driven by the weight of the hammer

6 inches of SURFICIAL SOIL FILL, Brown, silty GRAVEL (GM), contains quartz, contains wood fragments, medium dense, moist Brown, sandy SILT (ML), little gravel, stiff to firm, moist

Brown and orange and gray, silty GRAVEL (GM), contains organics, contain rubble, medium dense to very loose, moist

- Color change to gray, wet at 8 feet

Black, poorly graded SAND (SP) with gravel, contains clay, contains wood fragments, loose, wet

Black, poorly graded GRAVEL (GP), contains debris (metal), loose, wet

Dark gray, sandy ELASTIC SILT (MH), very soft to soft, wet

- Contains wood fragments at 16 feet

- Contains organics, no wood fragments at 18 feet

Dark gray, silty SAND (SM), contains seams of fat clay, loose, wet

Boring was terminated at 25 feet. Boring was grouted per DCRA requirements up to 18 inches.

The top 18 inches was backfilled with sandy loam per NPS requirements.

* Elevation was determined with a Geo 7 Series GPS Unit in 1929 Maryland State Plane.

1.8

0.3

-3.7

-7.7

-9.7

-11.7

-17.7

-22.7

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

22.0

23.5

0.5

2.0

6.0

10.0

12.0

14.0

20.0

25.0

6-13-11 -R=5"

5-5-6 -R=10"

3-3-4 -R=10"

4-8-3 -R=18"

3-3-1 -R=18"

2-2-3 -R=18"

2-2-3 -R=18"

1-1-1 -R=18"

2-2-1 -R=18"

W-W-2 -R=18"

2-2-3 -R=18"

1-3-3 -R=18"

3-3-3 -R=18"

F r o e h l in g & R o b e r t s o n , I n c .

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.

The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 72U0289

Elevation Remarks

Boring: B-3 (1 of 1)

Location: See Boring Location Plan Hammer Type: Automatic

Sample Depth (feet)

Depth

R

Total Depth: 25.0' Elevation: 2.3 ± *

Driller: Wilhelm

Drilling Method: 2.25" HSA

Date Drilled: 3/15/17

* Sample Blows

Description of Materials (Classification)

N-Value (blows/ft)

BORING LOG

BO

RI

N

G _L

O G

2U

L O

G S.

G

PJ

F

R.

G

D T

/2

5.5

7.5

9.5

11.5

13.5

15.5

17.5

19.5

21.5

23.5

25.0

R: Recovery length of the samples

Pocket Pen at 2 feet: 3 TSF

Water encountered at 8 feet during drilling

W: Spoon driven by the weight of the hammer

Pocket Pen at 10 feet: 0

TSF

Pocket Pen at 12 feet: 0.75

TSF

Pocket Pen at 14 feet: 0.75

TSF

Pocket Pen at 22 feet: 1.25

TSF

6 inches of SURFICIAL SOIL FILL, Brown, silty GRAVEL (GM), contains quartz, trace root matter, medium dense, moist Brown, sandy SILT (ML), trace gravel, firm, moist

Brown, silty SAND (SM), loose, moist

Brown, silty SAND (SM), loose to very loose, moist

- Color change to dark gray, wet at 8 feet

Dark gray, sandy ELASTIC SILT (MH), very soft, wet

Dark gray, silty SAND (SM) with clay, very loose, wet

Dark gray, ELASTIC SILT (MH) with sand, very soft, wet

Boring was terminated at 25 feet. Boring was grouted per DCRA requirements up to 18 inches.

The top 18 inches was backfilled with sandy loam per NPS requirements.

* Elevation was determined with a Geo 7 Series GPS Unit in 1929 Maryland State Plane.

2.2

0.7

-1.3

-3.3

-7.3

-13.3

-15.3

-22.3

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

22.0

23.5

0.5

2.0

4.0

6.0

10.0

16.0

18.0

25.0

4-6-6 -R=10"

3-3-4 -R=10"

4-4-5 -R=18"

2-3-2 -R=18"

2-2-2 -R=18"

2-1-1 -R=18"

W-W-W -R=18"

W-W-W -R=18"

1-1-1 -R=18"

W-W-W -R=18"

W-W-1 -R=18"

W-W-W -R=18"

W-W-W -R=18"

F r o e h l in g & R o b e r t s o n , I n c .

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.

The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 72U0289

Elevation Remarks

Boring: B-4 (1 of 1)

Location: See Boring Location Plan Hammer Type: Automatic

Sample Depth (feet)

Depth

R

Total Depth: 25.0' Elevation: 2.7 ± *

Driller: Wilhelm

Drilling Method: 2.25" HSA

Date Drilled: 3/16/17

* Sample Blows

Description of Materials (Classification)

N-Value (blows/ft)

BORING LOG

BO

RI

N

G _L

O G

2U

L O

G S.

G

PJ

F

R.

G

D T

/2

5.5

7.5

9.5

11.5

13.5

15.5

19.0

21.5

23.5

25.0

R: Recovery length of the samples

Pocket Pen at 4 feet: 1 TSF

W: Spoon driven by the weight of the hammer Water encountered at 8 feet during drilling

Pocket Pen at 8 feet: 0.5

TSF

Pocket Pen at 10 feet: 0.25

TSF

Pocket Pen at 12 feet: 1.5

TSF

Pocket Pen at 14 feet: 0.75

TSF

Shelby Tube sample was taken from 15.5 to 17.5 feet; R=24"

Pocket Pen at 22 feet: 1

TSF

6 inches of SURFICIAL SOIL FILL, Brown, sandy SILT (ML), trace gravel, contains quartz, trace root matter, medium dense, moist Black and brown, silty SAND (SM), contains organics, trace gravel, contains wood fragments, loose, moist Dark gray and brown, FAT CLAY (CH), trace organics, soft to very soft, moist

- Wet at 8 feet

Dark gray, silty SAND (SM), contains seams of fat clay, very loose, wet

Dark gray, ELASTIC SILT (MH), very soft, wet

Boring was terminated at 25 feet. Boring was grouted per DCRA requirements up to 18 inches.

The top 18 inches was backfilled with sandy loam per NPS requirements.

* Elevation was determined with a Geo 7 Series GPS Unit in 1929 Maryland State Plane.

5.1

3.6

1.6

-11.9

-14.4

-19.4

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

17.5

20.0

22.0

23.5

0.5

2.0

4.0

17.5

20.0

25.0

2-6-6 -R=18"

3-3-3 -R=18"

2-1-2 -R=18"

W-W-2 -R=18"

W-2-1 -R=18"

1-1-1 -R=18"

W-W-2 -R=18"

W-1-1 -R=18"

W-W-2 -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-2 -R=18"

F r o e h l in g & R o b e r t s o n , I n c .

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.

The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 72U0289

Elevation Remarks

Boring: B-5 (1 of 1)

Location: See Boring Location Plan Hammer Type: Automatic

Sample Depth (feet)

Depth

R

Total Depth: 25.0' Elevation: 5.6 ± *

Driller: Wilhelm

Drilling Method: 3.25" HSA

Date Drilled: 3/20/17

* Sample Blows

Description of Materials (Classification)

N-Value (blows/ft)

BORING LOG

BO

RI

N

G _L

O G

2U

L O

G S.

G

PJ

F

R.

G

D T

/2

5.5

7.5

9.5

13.5

15.5

17.5

19.5

21.5

23.5

25.0

R: Recovery length of the samples Pocket Pen at 0 feet: 3 TSF

W: Spoon driven by the weight of the hammer

Water encountered at 6 feet during drilling

Shelby Tube sample was taken from 9.5 to 11.5 feet; R=20"

Pocket Pen at 14 feet: 0.75

TSF

Pocket Pen at 22 feet: 1.5

TSF

Pocket Pen at 23.5 feet:

1.25 TSF

6 inches of SURFICIAL SOIL FILL, Brown, silty SAND (SM), trace root matter, contains organics, some gravel, very loose to medium dense, moist

- Trace gravel at 2 feet

- Color change to dark gray, wet at 6 feet

Dark gray, ELASTIC SILT (MH) with sand, trace organics, very soft, wet

Dark gray, silty SAND (SM), contains seams of fat clay, very loose, wet

Dark gray, sandy ELASTIC SILT (MH), trace gravel, contains quartz, very soft, wet

Dark gray, silty SAND (SM), contains seams of fat clay, very loose, wet

Dark gray, sandy SILT (ML), very soft, wet

Boring was terminated at 25 feet. Boring was grouted per DCRA requirements up to 18 inches.

The top 18 inches was backfilled with sandy loam per NPS requirements.

* Elevation was determined with a Geo 7 Series GPS Unit in 1929 Maryland State Plane.

6.2

-1.3

-5.3

-7.3

-11.3

-16.8

-18.3

0.0

2.0

4.0

6.0

8.0

12.0

14.0

16.0

18.0

20.0

22.0

23.5

0.5

8.0

12.0

14.0

18.0

23.5

25.0

4-5-8 -R=10"

10-6-7 -R=12"

4-4-3 -R=18"

W-1-2 -R=18"

W-W-W -R=18"

2-1-2 -R=18"

1-1-1 -R=12"

1-W-1 -R=18"

W-W-W -R=18"

W-1-1 -R=18"

W-1-2 -R=18"

W-W-W -R=18"

F r o e h l in g & R o b e r t s o n , I n c .

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.

The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 72U0289

Elevation Remarks

Boring: B-6 (1 of 1)

Location: See Boring Location Plan Hammer Type: Automatic

Sample Depth (feet)

Depth

R

Total Depth: 25.0' Elevation: 6.7 ± *

Driller: Wilhelm

Drilling Method: 3.25" HSA

Date Drilled: 3/17/17

* Sample Blows

Description of Materials (Classification)

N-Value (blows/ft)

BORING LOG

BO

RI

N

G _L

O G

2U

L O

G S.

G

PJ

F

R.

G

D T

/2

5.5

7.5

9.5

11.5

13.5

15.5

17.5

19.5

21.5

23.5

25.0

R: Recovery length of the samples

W: Spoon driven by the weight of the hammer

Pocket Pen at 8 feet: 0.5

TSF

Pocket Pen at 14 feet: 0.75

TSF

Water encountered at 18 feet during drilling

Pocket Pen at 20 feet: 0.25

TSF

6 inches of SURFICIAL SOIL FILL, Brown, silty SAND (SM) with gravel, trace debris (glass), medium dense, moist

- Color change to black and brown at 2 feet

Gray, sandy SILT (ML), trace gravel, firm, moist

Gray, ELASTIC SILT (MH), contains wood fragments, very soft, moist

Gray, SILT (ML), contains wood fragments, very soft, moist

Gray, ELASTIC SILT (MH), contains wood fragments, very soft, moist

Dark gray, silty SAND (SM), very loose, moist

- Wet at 18 feet

Dark gray, sandy ELASTIC SILT (MH), very soft, wet

Boring was terminated at 25 feet. Boring was grouted per DCRA requirements up to 18 inches.

The top 18 inches was backfilled with sandy loam per NPS requirements.

* Elevation was determined with a Geo 7 Series GPS Unit in 1929 Maryland State Plane.

10.4

6.9

4.9

2.9

0.9

-5.1

-9.1

-14.1

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

22.0

23.5

0.5

4.0

6.0

8.0

10.0

16.0

20.0

25.0

4-5-6 -R=18"

3-5-7 -R=18"

4-3-3 -R=18"

W-1-1 -R=18"

W-1-1 -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-1 -R=18"

W-1-1 -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-W -R=18"

F r o e h l in g & R o b e r t s o n , I n c .

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.

The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 72U0289

Elevation Remarks

Boring: B-7 (1 of 1)

Location: See Boring Location Plan Hammer Type: Automatic

Sample Depth (feet)

Depth

R

Total Depth: 25.0' Elevation: 10.9 ± *

Driller: Wilhelm

Drilling Method: 2.25" HSA

Date Drilled: 3/17/17

* Sample Blows

Description of Materials (Classification)

N-Value (blows/ft)

BORING LOG

BO

RI

N

G _L

O G

2U

L O

G S.

G

PJ

F

R.

G

D T

/2

5.5

7.5

9.5

11.5

13.5

15.5

17.5

19.5

21.5

23.5

25.0

R: Recovery length of the samples

Pocket Pen at 2 feet: 3.5

TSF

W: Spoon driven by the weight of the hammer

Pocket Pen at 6 feet: 0 TSF

Water encountered at 8 feet during drilling

Pocket Pen at 14 feet: 0.25

TSF

6 inches of SURFICIAL SOIL FILL, Brown, silty SAND (SM), trace gravel, contains quartz, very loose to medium dense

- Trace root matter at 4 feet

Dark gray, ELASTIC SILT (MH), little sand, very soft, moist

- Trace gravel, trace root matter, wet at 8 feet

- No root matter at 10 feet

- Contains organics at 14 feet

- Contains pieces of bricks at 20 feet

POSSIBLE FILL, Dark gray, silty SAND (SM), very loose, wet

Dark gray, sandy ELASTIC SILT (MH), very soft, wet

Boring was terminated at 25 feet. Boring was grouted per DCRA requirements up to 18 inches.

The top 18 inches was backfilled with sandy loam per NPS requirements.

* Elevation was determined with a Geo 7 Series GPS Unit in 1929 Maryland State Plane.

4.1

-1.4

-17.4

-18.9

-20.4

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

22.0

23.5

0.5

6.0

22.0

23.5

25.0

2-3-5 -R=10"

2-4-7 -R=18"

3-2-1 -R=4"

W-W-W -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-W -R=18"

W-W-2 -R=18"

W-W-1 -R=18"

F r o e h l in g & R o b e r t s o n , I n c .

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.

The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 72U0289

Elevation Remarks

Boring: B-8 (1 of 1)

Location: See Boring Location Plan Hammer Type: Automatic

Sample Depth (feet)

Depth

R

Total Depth: 25.0' Elevation: 4.6 ± *

Driller: Wilhelm

Drilling Method: 2.25" HSA

Date Drilled: 3/21/17

* Sample Blows

Description of Materials (Classification)

N-Value (blows/ft)

BORING LOG

BO

RI

N

G _L

O G

2U

L O

G S.

G

PJ

F

R.

G

D T

/2

5.5

7.5

9.5

11.5

13.5

15.5

17.5

19.5

21.5

23.5

25.0

R: Recovery length of the samples

Pocket Pen at 2 feet: 3 TSF

Water encountered at 10 feet during drilling

W: Spoon driven by the weight of the hammer

Pocket Pen at 20 feet: 0.5

TSF

6 inches of SURFICIAL SOIL FILL, Brown, silty GRAVEL (GM), contains quartz, medium dense, moist Brown, sandy SILT (ML), trace gravel, loose, moist

Brown, silty SAND (SM), contains quartz, loose to very loose, moist

- Color change to gray-brown, wet at 10 feet

Dark gray, sandy SILT (ML), very soft, wet

Dark gray, silty SAND (SM), very loose to loose, wet

Dark gray, sandy ELASTIC SILT (MH), firm, wet

POSSIBLE FILL, Dark gray, silty SAND (SM), contains wood fragments, loose to very loose, wet

Boring was terminated at 25 feet. Boring was grouted per DCRA requirements up to 18 inches.

The top 18 inches was backfilled with sandy loam per NPS requirements.

* Elevation was determined with a Geo 7 Series GPS Unit in 1929 Maryland State Plane.

2.7

1.2

-0.8

-8.8

-10.8

-16.8

-18.8

-21.8

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

22.0

23.5

0.5

2.0

4.0

12.0

14.0

20.0

22.0

25.0

6-12-18 -R=7"

4-3-4 -R=10"

3-3-3 -R=18"

2-3-3 -R=18"

3-2-2 -R=18"

2-1-1 -R=18"

W-W-1 -R=18"

1-1-2 -R=18"

2-3-2 -R=18"

2-2-2 -R=18"

2-2-3 -R=18"

1-3-2 -R=18"

W-2-2 -R=18"

F r o e h l in g & R o b e r t s o n , I n c .

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.

The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 72U0289

Elevation Remarks

Boring: B-9 (1 of 1)

Location: See Boring Location Plan Hammer Type: Automatic

Sample Depth (feet)

Depth

R

Total Depth: 25.0' Elevation: 3.2 ± *

Driller: Wilhelm

Drilling Method: 2.25" HSA

Date Drilled: 3/13/17

* Sample Blows

Description of Materials (Classification)

N-Value (blows/ft)

BORING LOG

BO

RI

N

G _L

O G

2U

L O

G S.

G

PJ

F

R.

G

D T

/2

5.5

7.5

9.5

11.5

13.5

15.5

17.5

19.5

21.5

23.5

25.0

R: Recovery length of the samples

Water encountered at 10 feet during drilling

6 inches of SURFICIAL SOIL FILL, Brown, clayey GRAVEL (GC), contains quartz, medium dense, moist Brown, SILT (ML) with sand, stiff, moist

Brown, silty SAND (SM), very loose to loose, moist

- Color change to dark gray, contains organics at 8 feet

- Wet at 10 feet

- Contains seams of fat clay at 20 feet

- No fat clay at 22 feet

Boring was terminated at 25 feet. Boring was grouted per DCRA requirements up to 18 inches.

The top 18 inches was backfilled with sandy loam per NPS requirements.

* Elevation was determined with a Geo 7 Series GPS Unit in 1929 Maryland State Plane.

1.4

-0.1

-2.1

-23.1

0.0

2.0

4.0

6.0

8.0

10.0

12.0

14.0

16.0

18.0

20.0

22.0

23.5

0.5

2.0

4.0

25.0

6-11-12 -R=18"

5-6-5 -R=18"

3-4-4 -R=18"

2-2-3 -R=18"

1-1-2 -R=18"

2-3-2 -R=18"

2-2-2 -R=18"

2-2-2 -R=18"

1-1-1 -R=18"

1-1-1 -R=18"

2-2-2 -R=18"

1-1-1 -R=18"

3-2-2 -R=18"

F r o e h l in g & R o b e r t s o n , I n c .

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

*Number of blows required for a 140 lb hammer dropping 30" to drive 2" O.D., 1.375" I.D. sampler a total of 18 inches in three 6" increments.

The sum of the second and third increments of penetration is termed the standard penetration resistance, N-Value.

Project No: 72U0289

Elevation Remarks

Boring: B-10 (1 of 1)

Location: See Boring Location Plan Hammer Type: Automatic

Sample Depth (feet)

Depth

R

Total Depth: 25.0' Elevation: 1.9 ± *

Driller: Wilhelm

Drilling Method: 2.25" HSA

Date Drilled: 3/13/17

* Sample Blows

Description of Materials (Classification)

N-Value (blows/ft)

BORING LOG

BO

RI

N

G _L

O G

2U

L O

G S.

G

PJ

F

R.

G

D T

/2

APPENDIX III

B-1 4.0 20.0 0.1 81.7 18.2

B-1 8.0 52 30 22 45.4 0.0 2.8 97.2 MH A-7-5

B-10 0.5 33 19 14 18.5 9.4 38.9 51.7 CL A-6 115.1 13.1

B-10 2.0 17.0 0.0 28.2 71.8 B-10 10.0 27.1 0.4 88.9 10.7 B-2 10.0 30.3 32.6 48.3 19.0 B-3 2.0 13.7 0.0 30.8 69.1 B-3 6.0 14.1 34.3 31.9 33.8

B-4 8.0 NP NP NP 30.7 0.0 73.1 26.9 SM A-2-4

B-5 4.0 61 29 32 39.6 0.0 1.3 98.7 CH A-7-6

B-6 0.5 24 20 4 14.2 5.6 62.6 31.8 SC-SM A-2-4 112.1 12.9

B-6 2.0 16.1 5.0 67.1 27.9 B-7 4.0 33.5 0.0 2.0 98.0

B-7 8.0 49 29 20 44.0 0.0 1.6 98.4 ML A-7-6

B-8 6.0 38.1 0.0 6.9 93.1 B-9 6.0 4.0 1.7 92.8 5.5

AASHTO

Class.

Gravel

Sheet: 1 of 1

LL PL %

Sand

Fines

CBR

Value @ 0.1

PI

Optimum

Water Content (%)

Maximum Dry Density

(pcf) Depth (ft) USCS

Class.

LABORATORY TEST

SUMMARY SHEET

Boring/ Sample No.

Water Content (%)

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines Client: CH2M Hill

F r o e h l in g & R o b e r t s o n , I n c .

Project No: 72U0289

R

LA

B

SU

M

M

AR

Y

2U

L

O G

S.

G

PJ

F

R.

G D

T

/2 1/

0.0010.010.1110100 Grain Size (mm)

GRAIN SIZE

DISTRIBUTION

COBBLES

3/8 3 4 6 810 1416 20 30 40 50 60 100140

9.52 9.52 25.4 9.52 25.4

D60 0.151 0.149 0.319 0.006 0.047

0.008 0.071 0.01

0.002

%Gravel 0.1 0.4

32.6 0.0

34.3

%Sand 81.7 88.9 48.3 30.8 31.9

4.0 10.0 10.0

2.0 6.0

%Silt 9.8

10.7 12.9 41.3 20.0

%Clay 8.3 0.0 6.1

27.8 13.8

Cu

U.S. SIEVE NUMBERS HYDROMETER

6 4 3 2 1.5 1 3/4 1/2

Pe rc en t F in er

(B y

W ei gh t)

GRAVEL

coarse fine coarse medium

SAND

fine

SILT OR CLAY

Boring No. Depth B-1 B-10 B-2 B-3 B-3 at at at at at

4.0 10.0 10.0

2.0 6.0

Classification

LL PL PI

0.254 0.256 2.95

0.047 0.628

D30 D10

33.55 3.59

288.03

308.28

Cc 11.95 1.22 3.37

1.74

U.S. SIEVE OPENING IN INCHES

Boring No. Depth B-1 B-10 B-2 B-3 B-3 at at at at at

D100

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

Project No: 72U0289

R

F r o e h l in g & R o b e r t s o n , I n c .

U

S_ G

RA

IN

_S

IZ

E

2U

L

O G

S.

G

PJ

F

R.

G D

T

/2

0.0010.010.1110100 Grain Size (mm)

GRAIN SIZE

DISTRIBUTION

COBBLES

3/8 3 4 6 810 1416 20 30 40 50 60 100140

4.76

D60 0.002 0.079 0.001 0.003

0.035

%Gravel 0.0 0.0 0.0 0.0

%Sand 2.8

73.1 1.3 1.6

8.0 8.0 4.0 8.0

%Silt 53.3 23.6 38.9 56.4

%Clay 43.9 3.3

59.8 41.9

Cu

U.S. SIEVE NUMBERS HYDROMETER

6 4 3 2 1.5 1 3/4 1/2

NP

NP

NP

Pe rc en t F in er

(B y

W ei gh t)

GRAVEL

coarse fine coarse medium

SAND

fine

SILT OR CLAY

Boring No. Depth B-1 B-4 B-5 B-7 at at at at at

8.0 8.0 4.0 8.0

Classification

ELASTIC SILT (MH)

SILTY SAND (SM)

FAT CLAY (CH)

SILT (ML)

LL PL PI

0.01 0.137 0.005 0.01

D30 D10

3.86

Cc

1.30

U.S. SIEVE OPENING IN INCHES

Boring No. Depth B-1 B-4 B-5 B-7 at at at at at

D100

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

Project No: 72U0289

R

F r o e h l in g & R o b e r t s o n , I n c .

U

S_ G

RA

IN

_S

IZ

E

2U

L

O G

S.

G

PJ

F

R.

G D

T

/2

0.0010.010.1110100 Grain Size (mm)

GRAIN SIZE

DISTRIBUTION

COBBLES

3/8 3 4 6 810 1416 20 30 40 50 60 100140

4.76

19.1

D60 0.003 0.005

0.251 0.115

%Gravel 0.0 0.0 1.7

%Sand 2.0 6.9

92.8

4.0 6.0 6.0

%Silt 60.5 62.9 4.6

%Clay 37.4 30.2 0.9

Cu

U.S. SIEVE NUMBERS HYDROMETER

6 4 3 2 1.5 1 3/4 1/2

Pe rc en t F in er

(B y

W ei gh t)

GRAVEL

coarse fine coarse medium

SAND

fine

SILT OR CLAY

Boring No. Depth B-7 B-8 B-9 at at at at at

4.0 6.0 6.0

Classification

LL PL PI

0.011 0.02

0.387

D30 D10

3.36

Cc

1.41

U.S. SIEVE OPENING IN INCHES

Boring No. Depth B-7 B-8 B-9 at at at at at

D100

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

Project No: 72U0289

R

F r o e h l in g & R o b e r t s o n , I n c .

U

S_ G

RA

IN

_S

IZ

E

2U

L

O G

S.

G

PJ

F

R.

G D

T

/2

0 20 40 60 80 100

PI

NP

PLLL Classification % Natural Water Content

8.0

8.0

4.0

8.0

45.4

30.7

39.6

44.0

ATTERBERG LIMITS

NP

NP

Liquid Limit

Pl as tic ity

In de x

FinesBoring No. Depth

CH

ML MH

ELASTIC SILT (MH)

SILTY SAND (SM)

FAT CLAY (CH)

SILT (ML)

97.2

26.9

98.7

98.4

CL-ML

CL

Sheet: 1 of 1

B-1

B-4

B-5

B-7 at at at at

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

Project No: 72U0289

R

F r o e h l in g & R o b e r t s o n , I n c .

AT

TE

RB

ER

G

_L

IM

IT

S_

U

SC

S

2U

L

O G

S.

G

PJ

F

R.

G D

T

/2

0.0010.010.1110100 Grain Size (mm)

GRAIN SIZE

DISTRIBUTION

COBBLES

3/8 3 4 6 810 1416 20 30 40 50 60 100140

25.4 4.76 25.4 19.1

D60

0.015

0.089 0.014

%Gravel 9.4 0.0 5.6 5.0

%Sand 38.9 28.2 62.6 67.1

0.5 2.0 0.5 2.0

%Silt

54.6

24.1

%Clay

17.2

3.8

51.7

31.8

Cu

U.S. SIEVE NUMBERS HYDROMETER

6 4 3 2 1.5 1 3/4 1/2

Pe rc en t F in er

(B y

W ei gh t)

GRAVEL

coarse fine coarse medium

SAND

fine

SILT OR CLAY

Boring No. Depth B-10 B-10 B-6 B-6 at at at at at

0.5 2.0 0.5 2.0

Classification

SANDY LEAN CLAY (CL)

SILTY, CLAYEY SAND (SC-SM)

LL PL PI

0.138 0.053 0.22

0.297

D30 D10

20.86

Cc

1.87

U.S. SIEVE OPENING IN INCHES

Boring No. Depth B-10 B-10 B-6 B-6 at at at at at

D100

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

Project No: 72U0289

R

F r o e h l in g & R o b e r t s o n , I n c .

U

S_ G

RA

IN

_S

IZ

E

2U

L

O G

S.

G

PJ

F

R.

G D

T

/2

0 20 40 60 80 100

PI

PLLL Classification % Natural Water Content

0.5

0.5

18.5

14.2

ATTERBERG LIMITS

Liquid Limit

Pl as tic ity

In de x

FinesBoring No. Depth

CH

ML MH

SANDY LEAN CLAY (CL)

SILTY, CLAYEY SAND (SC-SM)

51.7

31.8

CL-ML

CL

Sheet: 1 of 1

B-10

B-6 at at

Client: CH2M Hill

City/State: Washington, D.C.

Project: NAMA 151059 D Water Lines

Project No: 72U0289

R

F r o e h l in g & R o b e r t s o n , I n c .

AT

TE

RB

ER

G

_L

IM

IT

S_

U

SC

S

2U

L

O G

S.

G

PJ

F

R.

G D

T

/2

S p g r.

f o r Z

A V i s a s s u m e d

Tested By: JA Checked By: JA

MOISTURE-DENSITY RELATIONSHIP For Curve No. B-6(124777)

D ry d e n s it y p c f

Wate…