Report of Geotechnical Data

Transcription

1 Report of Geotechnical Da NAMA Rehabilite Potable Wer Lines Washington, DC F&R Project No. 7U89 Prepared For: CHM Hill 87 Stony Point Parkway, Suite 11 Richmond, Virginia 335 Prepared By: Froehling & Robertson, Inc. 93 Quicksilver Drive, Suite 111 Dulles, Virginia 166 April 4, 17 Corpore HQ: 315 Dumbarton Road Richmond, Virginia 38 T F VIRGINIA NORTH CAROLINA SOUTH CAROLINA MARYLAND DISTRICT OF COLUMBIA

2 FROEHLING & ROBERTSON, INC. Engineering Stability Since 1881 Capital Region, Dulles Operion Center 93 Quicksilver Drive, Suite 111 Dulles, Virginia T I F April 4, 17 Mr. Howard Lusk, PE, CHM Hill 87 Stony Point Parkway, Suite 11 Richmond, Virginia, 335 Subject: Report of Geotechnical Da NAMA D Wer Lines Washington, DC Dear Mr. Lusk: F&R Project No. 7U89 The purpose of this study is to present the results of the subsurface explorion program and geotechnical da collection undertaken by Froehling & Robertson, Inc. (F&R) in connection with the proposed NAMA Rehabilite Potable Wer Lines project. Our services were performed in general accordance with F&R Proposal No ded December 14, 16, as authorized by your office. The tached report presents our understanding of the project, reviews our explorion procedures, and describes the existing site and general subsurface conditions. We apprecie 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, Staff Engineer Oscar R. Merida, J.R, P.E, Senior Geotechnical Engineer Corpore HQ: 315 Dumbarton Road Richmond, Virginia 38 T F VIRGINIA NORTH CAROLINA SOUTH CAROLINA MARYLAND DISTRICT OF COLUMBIA

3 TABLE OF CONTENTS SECTION PAGE 1. PURPOSE & SCOPE OF SERVICES PROJECT INFORMATION SITE DESCRIPTION PROPOSED CONSTRUCTION EXPLORATION PROCEDURES SUBSURFACE EXPLORATION LABORATORY TESTING REGIONAL GEOLOGY & SUBSURFACE CONDITIONS REGIONAL GEOLOGY SUBSURFACE CONDITIONS General Fill and Possible Fill Merials SUBSURFACE WATER LABORATORY TEST RESULTS LIMITATIONS... 6 CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17 ii

4 APPENDICES APPENDIX I Site Locion Plan (Drawing No. 1) Boring Locion Plans (Drawings No. through 6) APPENDIX II Classificion of Soils for Engineering Purposes Key to Soil Classificion Unified Soil Classificion Chart Boring Logs (B 1 and B 1) APPENDIX III Laborory Testing Reports APPENDIX IV GBA Document Important Informion about Your Geotechnical Engineering Report CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17 iii

5 1. PURPOSE & SCOPE OF SERVICES The purpose of our involvement in this project was to provide general descriptions of the subsurface soil conditions encountered the locions explored. In order to accomplish the above objectives, we undertook the following scope of services: Reviewed and summarized available geologic and subsurface informion relive to the project site. Visited the site to observe existing surface conditions and feures. Performed a stakeout of the boring locions based on the Boring Locion Plan provided by your office using a Series 7 Trimble GPS Unit. Hired a prive utility locor to mark the prive utility lines the site and coordined with Miss Utility. Executed a subsurface program consisting of ten (1) borings, B 1 through B 1, drilled to a depth of 5 feet. Performed geotechnical laborory testing on representive 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 recommendions for the geotechnical aspects of the project, quantity estimes, preparion of plans or specificions, the identificion and evaluion of environmental reled aspects of the project site, or any other item not specifically included in our scope of work..1 Site Description. PROJECT INFORMATION The site is loced on the Nional 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 tached Site Locion Plan, Drawing No. 1, loced in Appendix A of this report. The site is relively fl ranging in elevion from EL 1.9 Boring B 1 loced near the intersection of Ohio Drive SW and West Basin Drive SW to elevion EL 1.9 feet Boring B 7 loced near the intersection of 1 st Street NW and Constitution Avenue NW. Ground surface elevions were determined using a Geo 7 Series Trimble GPS Unit and converted to 199 Maryland Ste Plane Dum. CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17 1

6 . Proposed Construction We understand th the project consists of the installion of approximely 1, LF of new potable wer line th vary in size from 8 to 1 diameter, and approximely 4, LF of small service lines with diameter of generally less than. The work includes appurtenances like fire hydrants, backflow prevention valves, ge valves, wer meters, and wer taps. Horizontal directional drilling with the use of high density polyethylene (HDPE) or polyethylene (PE) will be utilized for the construction of the proposed wer lines due to the sensitive nure of the park monuments, high traffic, and the landscapes in the construction area. 3.1 Subsurface Explorion 3. EXPLORATION PROCEDURES The subsurface explorion program (consisting of ten test borings designed B 1 through B 1) was performed between March 13, and March 1, 17, the approxime locions shown on the tached Boring Locion Plans (Drawings No. through 6 Appendix I of this report). F&R personnel marked the boring locions in the field using a Series 7 Trimble GPS Unit based on the drawings provided to us by your office. Mr. Howard Lusk with CHM Hill oversaw the stake out procedure. In considerion of the methods used in their determinion, the boring locions shown on the tached Boring Locion Plan and the elevions shown on the Boring Logs should be considered approxime. 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 representive soil samples were recovered with a standard split spoon sampler (1.375 in. ID & in. OD) in general accordance with ASTM D 1586, the Standard Penetrion Test. The split spoon sampler was driven into the soil by freely dropping a weight of 14 pounds from a height of 3 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 Penetrion Resistance (N value). The N value provides a general indicion of in situ soil conditions and has been correled with certain engineering properties of soils. Standard Penetrion Testing was conducted utilizing an automic hammer. Research has shown th the Standard Penetrion Resistance (N value) determined by the automic hammer is different than the N value determined by the safety hammer method. Most corrections th are published in the technical literure are based on the N value determined by the safety hammer method. This is commonly termed N 6 as the rope and chead CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17

7 with a safety hammer delivers about 6 percent of the theoretical energy delivered by a 14 pound hammer falling 3 inches. Several researchers have proposed correction factors for the use of hammers other than the safety hammer. The correction is made by the following equion: N 6 = N field x C E where N field is the value recorded in the field, and C E is the drill rod energy rio for the hammer used. A correction factor (C E ) of 1.46 should be utilized to convert N field values to N 6 values as noted on the Boring Logs. The correction factor is based on previous energy measurements made for the automic hammer system utilized. The N values reported on the Boring Logs included in this report are the actual, uncorrected, field derived values (N field ). It is recommended th corrected N 6 values be used for engineering analysis. Subsurface wer 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 F&R s office for a period of sixty days. After sixty days, the samples will be discarded unless prior notificion is provided to us in writing. 3. Laborory Testing Representive portions of the split spoon soil samples obtained throughout the explorion program were placed in glass jars and transported to our laborory. Bulk samples were also obtained from the top 5 feet of the borings. In the laborory, the soil samples were evalued by a member of our professional staff in general accordance with techniques outlined in the visual manual identificion procedure (ASTM D 488) and the Unified Soil Classificion System (ASTM D 487). The soil descriptions and classificions discussed in this report and shown on the tached Boring Logs are based on visual observions and should be considered approxime. Copies of the Boring Logs are provided and classificion procedures are further explained in the tached Appendix II. Laborory tests were performed on selected split spoon and bulk soil samples in general accordance with the American Society for Testing and Merials (ASTM). The test samples were selected by your office after reviewing the draft boring logs on April 1, 17. The tests performed on the soils samples were Atterberg limits (ASTM D 4318), mechanical sieve analysis CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17 3

8 (ASTM D 6913), Hydrometer analysis (ASTM D 798), Standard Proctor (ASTM D 698), and nural moisture content (ASTM D 16). 4.1 Regional Geology 4. REGIONAL GEOLOGY & SUBSURFACE CONDITIONS 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) indice th 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 formion 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 formion consists of mostly quartz sand and silt, illite, and illite smectite mixed layer clay. The sand and silt include feldspar and immure heavy minerals such as hornblende, epidote, and chlorite. 4. Subsurface Conditions 4..1 General The subsurface conditions discussed in the following paragraphs and those shown on the tached boring logs represent an estime of the subsurface conditions based on interpretion of the boring da using normally accepted geotechnical engineering judgments. The transitions between different soil stra are usually less distinct than those shown on the boring logs. Sometimes the relively small sample obtained in the field is insufficient to definitively describe the origin of the subsurface merial. In these cases, we qualify our origin descriptions with possible before the word describing the merial s origin (i.e. possible fill, etc.). Although individual soil test borings are representive of the subsurface conditions the boring locions on the des shown, they are not necessarily indicive of subsurface conditions other locions or other times. Da from the specific soil test borings are shown on the tached Boring Logs in Appendix II. Approximely 6 inches of surficial soils were encountered the ground surface within the borings. Surficial soil is typically a dark colored soil merial containing roots, fibrous mter, and/or other organic components, and is generally unsuitable for engineering purposes. F&R has not performed any laborory testing to determine the organic content or other horticultural properties of the observed surficial soil merial; therefore, the term surficial soil is not intended CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17 4

9 to indice suitability for landscaping and/or other purposes. The surficial soil depths provided in this report are based on driller observions and should be considered approxime. We note th the transition from surficial soil to underlying merials may be gradual, and therefore, the observion and measurement of surficial soil depths are subjective. Actual surficial soil depths should be expected to vary. 4.. Fill and Possible Fill Merials Fill and possible fill merials were encountered within the test borings to a terminion depth of approximely 5 feet. Fill and possible fill merials encountered in this explorion 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 Penetrion Test (SPT) N values ranging from to 3 blows per foot (bpf) were recorded for the soils in this strum, indicing a very loose to medium dense ste for the granular soils and a very soft to very stiff consistency for the cohesive soils. 4.3 Subsurface Wer Subsurface wer was encountered within borings during drilling elevions ranging from approximely EL.7 to EL 8.1 feet. Fluctuions in subsurface wer levels and soil moisture can be anticiped with changes in precipition, run off, and season. The subsurface wer elevions are summarized in Table 1 below. Table 1 Ground Wer Level Readings Boring B 1 B B 3 B 4 B 5 B 6 B 7 B 8 B 9 B 1 Subsurface Wer Elevion (ft) CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17 5

10 4.4 Laborory Test Results The results of the laborory tests are summarized in Table below and included in Appendix III of this report. Boring (ft) Table Summary of Classificion Testing LL PL PI Moisture Content (%) % Gravel % Sand % Fines USCS Classificion Maximum Dry Density* (pcf) Optimum Moisture Content* (%) B B MH B CL B B B B B B 4 8. NP NP NP SM B CH B SC SM B B B ML B B * Maximum dry density and optimum moisture content were determined by ASTM D LIMITATIONS This report does not reflect any variions, which may occur beyond the test borings. No warranty, express or implied, is made. This report has been prepared for the exclusive use of CHM Hill to aid in the evaluion 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 limitions to this and all geotechnical studies. Some of these limitions are discussed in the informion prepared by GBA, which is included in Appendix IV. We ask th you please review this GBA informion. Regardless of the thoroughness of a subsurface explorion, there is the possibility th conditions between borings will differ from those the boring locions, th conditions are not as anticiped by the designers, or th the construction process has altered the soil conditions. Therefore, CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17 6

11 experienced geotechnical engineers should evalue earthwork, pavement, and foundion construction to verify th the conditions anticiped in design actually exist. Otherwise, we assume no responsibility for construction compliance with the design concepts, specificions, or recommendions. In the event th changes are made in the design or locion of the proposed pipeline, the recommendions 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, tachments, and enclosures. Interpretions based on only a part of this report may not be valid. CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17 7

12 APPENDIX I CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17

13 Approxime Site Locion DATE: February 17 Scale: See Above SOURCE: Google Maps DRAWN: PSB F&R # 7U89 Site Locion Plan NAMA D Wer Lines Washington Monument Washington, DC Drawing No.

14 Drawing No. 3 Drawing No. 4 B-7 B-3 o B- B-5 B-6 B-4 B-8 Drawing No. 5 B-9 B-1 Drawing No. 6 B-1 FROEHLING & ROBERTSON, INC. LEGEND Engineering Stability Since 1881 BOREHOLE LOCATION N 7' 14' NAMA Rehabilite Potable Wer Lines Washington, DC CHM Hill De: April, 17 Scale: As Shown Drawn: KHH Boring Locion Plan Index 7U-89 Drawing No.

15 o o 1''W o o o o o 1''W 4" YOSHINO CHERRY 4" TWIN AMERICAN 4" TWIN AMERICAN SHRUBS HOLLY 8" AMERICAN B-7 1''W 1''W 1''W 1''W 1''W B-6 1''W 1''W 1''W UT B-5 N LEGEND BOREHOLE LOCATION ' 4' FROEHLING & ROBERTSON, INC. Engineering Stability Since 1881 NAMA Rehabilite Potable Wer Lines Washington, DC CHM Hill De: Scale: Drawn: Boring Locion Plan April, 17 As Shown KHH 7U-89 Drawing No. 3

16 1''W 1''W 1''W UT B-3 ''W o 1''W UT B- 6''W 6''W 6''W 6''W W 6'' UT 6''W 6''W 6''W 1''W 6''W UE UE UT 4" YOSHINO CHERRY 4" TWIN AMERICAN SHRUBS 4" TWIN AMERICAN HOLLY 8" AMERICAN FROEHLING & ROBERTSON, INC. LEGEND Engineering Stability Since 1881 BOREHOLE LOCATION N ' 4' NAMA Rehabilite Potable Wer Lines Washington, DC CHM Hill De: April, 17 Scale: As Shown Drawn: KHH 7U-89 Drawing No. Boring Locion Plan 4

17 6" YOSHINO CHERRY 4" YOSHINO CHERRY " YOSHINO CHERRY SHRUBS 4" TWIN AMERICAN HOLLY HOLLY 8" AMERICAN SHRU 4" TWIN HOLLY AMERICAN HOLLY 8" AMERIC 6" & 8" TW HOLLY AMERICAN 1''W B-6 1''W 1''W 1''W UT B-5 6''W 1''W UT 6''W o 4''W o B-8 4''W UE UT UT UT UT B-4 6''W o B-9 N LEGEND BOREHOLE LOCATION ' 4' FROEHLING & ROBERTSON, INC. Engineering Stability Since 1881 NAMA Rehabilite Potable Wer Lines Washington, DC CHM Hill De: Scale: Drawn: Boring Locion Plan April, 17 As Shown KHH 7U-89 Drawing No. 5

18 UT UT B-1 B-1 N LEGEND BOREHOLE LOCATION ' 4' FROEHLING & ROBERTSON, INC. Engineering Stability Since 1881 NAMA Rehabilite Potable Wer Lines Washington, DC CHM Hill De: Scale: Drawn: Boring Locion Plan April, 17 As Shown KHH 7U-89 Drawing No. 6

19 APPENDIX II CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17

20 KEY TO SOIL CLASSIFICATION Correlion of Penetrion Resistance with Relive Density and Consistency Sands and Gravels Silts and Clays No. of Relive No. of Blows, N Density Blows, N Consistency - 4 Very loose - Very soft 5-1 Loose 3-4 Soft 11-3 Medium dense 5-8 Firm 31-5 Dense 9-15 Stiff Over 5 Very dense 16-3 Very stiff 31-5 Hard Over 5 Very hard Particle Size Identificion (Unified Classificion System) Boulders: Cobbles: Gravel: Sand: Silt and Clay: Diameter exceeds 1-in. (3-mm) 3-in. (75-mm) to 1-in. (3-mm) diameter Coarse - ¾-in. (19-mm) to 3 in. (75-mm) diameter Fine - No. 4 (4.75-mm) sieve to ¾-in. (19-mm) diameter Coarse No. 1 (.-mm) to No. 4 (4.76 mm) sieve Medium No. 4 (.45-mm) to No. 1 (.-mm) sieve Fine - No. (.75-mm) to No. 4 (.45-mm) sieve Less than No. (.75-mm) sieve Modifiers The modifiers provide our estime of the amount of silt, clay or sand size particles in the soil sample. Approxime Content Modifiers Field Moisture Description 5%: Trace Dry Absence of moisture, dusty, dry to touch 5 to 1%: Few Moist Damp but no visible wer 15 to 5%: Little Wet Visible free wer, usually soil is below wer table 3 to 45%: Some 5 to 1% Mostly

21 CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES ASTM Designion: D 487 (Based on Unified Soil Classificion System) Criteria for Assigning Group Symbols and Group Names Using Laborory Tests A COARSE-GRAINED SOILS More than 5% retained on No. sieve FINE-GRAINED SOILS 5% or more passes the No. sieve Gravels More than 5% coarse fraction retaining on No. 4 sieve Sands 5% or more of coarse fraction passes No. 4 sieve Silts and Clays Liquid Limit less than 5 Silts and Clays Liquid Limit 5 or more Group Symbol Soil Classificion Group Name B Clean Gravels Cu 4 and 1 Cc 3 E GW Well graded gravel F Less than 5% fines c Cu < 4 and/or 1> Cc >3 E GP Poorly graded gravel F Gravels with Fines Fines classify as ML or MH GM Silty gravel F,G,H More than 1 % fines c Fines classify as CL or CH GC Clayey gravel F,G,H Clean Sands Cu 6 and 1 Cc 3 E SW Well-graded sand I Less than 5% fines D Cu < 6 and/or 1 > Cc > 3 E SP Poorly graded sand I Sands with Fines Fines classify as ML or MH SM Silty sand G,H,I More than 1% fines D Fines classify as CL or CH SC Clayey sand G,H,I Inorganic PI > 7 and plots on or above Lean clay K,L,M A line J CL PI < 4 or plots below A line J ML Silt K,L,M Organic Liquid limit - ovendried <.75 Organic clay K,L,M,N OL Liquid limit - not dried Organic silt K,L,M,O Inorganic PI plots on or above A line CH F clay K,L,M PI plots below A line MH Elastic silt K,L,M Organic Liquid limit - ovendried <.75 Organic clay K,L,M,P OH Liquid limit - not dried Organic silt K,L,M,Q HIGHLY ORGANIC SOILS Primarily organic mter, dark in color, and organic odor PT Pe A Based on the merial 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 1% 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 1% 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=D 6/D1 Cc = (D3) /(D1*D6) 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 hched area, soils is a CL-ML, silty clay K If soil contains 15 to 9% plus No., add with sand or with gravel, whichever is predominant L If soil contains 3% plus No., predominantly sand, add sandy to group name M If soil contains 3% plus No., 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 For classificion of fine-grained soils and fine-grained fraction of coarse-grained soils: 6 U Line A Line 5 D6 = 3 mm Plasticity Index (PI) 4 CH or OH D3 =.6 mm 3 CL or OL MH or OH Cu = D6/D1 = (3/.) = 15 Cc = (D3) /(D1*D6) = (.6 )/(.*3) =.6 D1 =. mm 1 CL-ML ML or OL Liquid Limit (LL) Equion of A line: Horizontal PI = 4 to LL =.5, then PI =.73*(LL-) Equion of U line: Vertical LL = 16 to PI = 7, then PI =.9*(LL-8)

22 SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS GRAPH LETTER TYPICAL DESCRIPTIONS GRAVEL AND GRAVELLY SOILS CLEAN GRAVELS (LITTLE OR NO FINES) GW GP WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN 5% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) GM GC SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES MORE THAN 5% OF MATERIAL IS LARGER THAN NO. SIEVE SIZE SAND AND SANDY SOILS CLEAN SANDS (LITTLE OR NO FINES) SW SP WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES MORE THAN 5% OF COARSE FRACTION PASSING ON NO. 4 SIEVE SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SM SC SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE GRAINED SOILS SILTS AND CLAYS LIQUID LIMIT LESS THAN 5 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 5% OF MATERIAL IS SMALLER THAN NO. SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT GREATER THAN 5 MH CH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS EXISTING FILL FILL EXISTING FILL MATERIALS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

23 R F r o e h l in g & R o b e r t s o n, I n c. BORING LOG Boring: B-1 (1 of 1) BORING_LOG 7U89 LOGS.GPJ F&R.GDT 4/4/17 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. Elevion Description of Merials (Classificion) 6 inches of SURFICIAL SOIL FILL, Brown, clayey SAND (SC) with gravel, trace root mter, loose, moist Brown, sandy ELASTIC SILT (MH), trace root mter, firm, moist Brown, silty SAND (SM), loose to very loose, moist - Wet 6 feet Dark gray, sandy ELASTIC SILT (MH), very soft, wet Elevion: 3.7 ± * Total : 5.' Locion: See Boring Locion Plan Dark gray, silty SAND (SM), contains seams of f clay, very loose, wet Boring was termined 5 feet. Boring was grouted per DCRA requirements up to 18 inches. The top 18 inches was backfilled with sandy loam per NPS requirements. * Elevion was determined with a Geo 7 Series GPS Unit in 199 Maryland Ste Plane. * Sample Blows R=" W-W- W-W- W-1-1 W-1- Sample (feet) N-Value (blows/ft) Drilling Method:.5" HSA Hammer Type: Automic De Drilled: 3//17 Driller: Wilhelm Remarks R: Recovery length of the samples Wer encountered 6 feet during drilling W: Spoon driven by the weight of the hammer Pocket Pen 8 feet:.5 TSF Pocket Pen 16 feet: TSF *Number of blows required for a 14 lb hammer dropping 3" to drive " 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 penetrion is termed the standard penetrion resistance, N-Value.

24 R F r o e h l in g & R o b e r t s o n, I n c. BORING LOG Boring: B- (1 of 1) BORING_LOG 7U89 LOGS.GPJ F&R.GDT 4/4/17 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. Elevion Description of Merials (Classificion) 6 inches of SURFICIAL SOIL FILL, Brown, silty SAND (SM) with gravel, contains quartz, trace root mter, 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 1 feet - Trace debris (ceramic) 14 feet Dark gray, sandy ELASTIC SILT (MH), very soft to stiff, wet - Trace gravel, contains quartz, contains wood fragments 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 Elevion: 4.9 ± * Total : 5.' Locion: See Boring Locion Plan Boring was termined 5 feet. Boring was grouted per DCRA requirements up to 18 inches. The top 18 inches was backfilled with sandy loam per NPS requirements. * Elevion was determined with a Geo 7 Series GPS Unit in 199 Maryland Ste Plane. * Sample Blows R=1" R=6" -R=6" R=1" R=6" R=" Sample (feet) N-Value (blows/ft) Drilling Method:.5" HSA Hammer Type: Automic De Drilled: 3/16/17 Driller: Wilhelm Remarks R: Recovery length of the samples Wer encountered 1 feet during drilling W: Spoon driven by the weight of the hammer *Number of blows required for a 14 lb hammer dropping 3" to drive " 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 penetrion is termed the standard penetrion resistance, N-Value.

25 R F r o e h l in g & R o b e r t s o n, I n c. BORING LOG Boring: B-3 (1 of 1) BORING_LOG 7U89 LOGS.GPJ F&R.GDT 4/4/17 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. Elevion Description of Merials (Classificion) 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 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 16 feet - Contains organics, no wood fragments 18 feet Elevion:.3 ± * Total : 5.' Locion: See Boring Locion Plan Dark gray, silty SAND (SM), contains seams of f clay, loose, wet Boring was termined 5 feet. Boring was grouted per DCRA requirements up to 18 inches. The top 18 inches was backfilled with sandy loam per NPS requirements. * Elevion was determined with a Geo 7 Series GPS Unit in 199 Maryland Ste Plane. * Sample Blows R=5" R=1" R=1" W-W Sample (feet) N-Value (blows/ft) Drilling Method:.5" HSA Hammer Type: Automic De Drilled: 3/15/17 Driller: Wilhelm Remarks R: Recovery length of the samples Wer encountered 8 feet during drilling Pocket Pen 14 feet:.75 TSF W: Spoon driven by the weight of the hammer *Number of blows required for a 14 lb hammer dropping 3" to drive " 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 penetrion is termed the standard penetrion resistance, N-Value.

26 R F r o e h l in g & R o b e r t s o n, I n c. BORING LOG Boring: B-4 (1 of 1) BORING_LOG 7U89 LOGS.GPJ F&R.GDT 4/4/17 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. Elevion Description of Merials (Classificion) 6 inches of SURFICIAL SOIL FILL, Brown, silty GRAVEL (GM), contains quartz, trace root mter, 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 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 Elevion:.7 ± * Total : 5.' Locion: See Boring Locion Plan Boring was termined 5 feet. Boring was grouted per DCRA requirements up to 18 inches. The top 18 inches was backfilled with sandy loam per NPS requirements. * Elevion was determined with a Geo 7 Series GPS Unit in 199 Maryland Ste Plane. * Sample Blows R=1" R=1" W-W-1 Sample (feet) N-Value (blows/ft) Drilling Method:.5" HSA Hammer Type: Automic De Drilled: 3/16/17 Driller: Wilhelm Remarks R: Recovery length of the samples Pocket Pen feet: 3 TSF Wer encountered 8 feet during drilling W: Spoon driven by the weight of the hammer Pocket Pen 1 feet: TSF Pocket Pen 1 feet:.75 TSF Pocket Pen 14 feet:.75 TSF Pocket Pen feet: 1.5 TSF *Number of blows required for a 14 lb hammer dropping 3" to drive " 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 penetrion is termed the standard penetrion resistance, N-Value.

27 R F r o e h l in g & R o b e r t s o n, I n c. BORING LOG Boring: B-5 (1 of 1) BORING_LOG 7U89 LOGS.GPJ F&R.GDT 4/4/17 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. Elevion Description of Merials (Classificion) 6 inches of SURFICIAL SOIL FILL, Brown, sandy SILT (ML), trace gravel, contains quartz, trace root mter, 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 8 feet Dark gray, silty SAND (SM), contains seams of f clay, very loose, wet Dark gray, ELASTIC SILT (MH), very soft, wet Elevion: 5.6 ± * Total : 5.' Locion: See Boring Locion Plan Boring was termined 5 feet. Boring was grouted per DCRA requirements up to 18 inches. The top 18 inches was backfilled with sandy loam per NPS requirements. * Elevion was determined with a Geo 7 Series GPS Unit in 199 Maryland Ste Plane. * Sample Blows W-W- W W-W- W-1-1 W-W- W-W- Sample (feet) N-Value (blows/ft) Drilling Method: 3.5" HSA Hammer Type: Automic De Drilled: 3//17 Driller: Wilhelm Remarks R: Recovery length of the samples Pocket Pen 4 feet: 1 TSF W: Spoon driven by the weight of the hammer Wer encountered 8 feet during drilling Pocket Pen 8 feet:.5 TSF Pocket Pen 1 feet:.5 TSF Pocket Pen 1 feet: 1.5 TSF Pocket Pen 14 feet:.75 TSF Shelby Tube sample was taken from 15.5 to 17.5 feet; R=4" Pocket Pen feet: 1 TSF *Number of blows required for a 14 lb hammer dropping 3" to drive " 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 penetrion is termed the standard penetrion resistance, N-Value.

28 R F r o e h l in g & R o b e r t s o n, I n c. BORING LOG Boring: B-6 (1 of 1) BORING_LOG 7U89 LOGS.GPJ F&R.GDT 4/4/17 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. Elevion Description of Merials (Classificion) 6 inches of SURFICIAL SOIL FILL, Brown, silty SAND (SM), trace root mter, contains organics, some gravel, very loose to medium dense, moist - Trace gravel feet - Color change to dark gray, wet 6 feet Dark gray, ELASTIC SILT (MH) with sand, trace organics, very soft, wet Dark gray, silty SAND (SM), contains seams of f 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 f clay, very loose, wet Dark gray, sandy SILT (ML), very soft, wet Elevion: 6.7 ± * Total : 5.' Locion: See Boring Locion Plan Boring was termined 5 feet. Boring was grouted per DCRA requirements up to 18 inches. The top 18 inches was backfilled with sandy loam per NPS requirements. * Elevion was determined with a Geo 7 Series GPS Unit in 199 Maryland Ste Plane. * Sample Blows R=1" R=1" W R=1" 1-W-1 W-1-1 W-1- Sample (feet) N-Value (blows/ft) Drilling Method: 3.5" HSA Hammer Type: Automic De Drilled: 3/17/17 Driller: Wilhelm Remarks R: Recovery length of the samples Pocket Pen feet: 3 TSF W: Spoon driven by the weight of the hammer Wer encountered 6 feet during drilling Shelby Tube sample was taken from 9.5 to 11.5 feet; R=" Pocket Pen 14 feet:.75 TSF Pocket Pen feet: 1.5 TSF Pocket Pen 3.5 feet: 1.5 TSF *Number of blows required for a 14 lb hammer dropping 3" to drive " 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 penetrion is termed the standard penetrion resistance, N-Value.

29 R F r o e h l in g & R o b e r t s o n, I n c. BORING LOG Boring: B-7 (1 of 1) BORING_LOG 7U89 LOGS.GPJ F&R.GDT 4/4/17 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. Elevion Description of Merials (Classificion) 6 inches of SURFICIAL SOIL FILL, Brown, silty SAND (SM) with gravel, trace debris (glass), medium dense, moist - Color change to black and brown 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 18 feet Dark gray, sandy ELASTIC SILT (MH), very soft, wet Elevion: 1.9 ± * Total : 5.' Locion: See Boring Locion Plan Boring was termined 5 feet. Boring was grouted per DCRA requirements up to 18 inches. The top 18 inches was backfilled with sandy loam per NPS requirements. * Elevion was determined with a Geo 7 Series GPS Unit in 199 Maryland Ste Plane. * Sample Blows W-1-1 W-1-1 W-W-1 W-1-1 Sample (feet) N-Value (blows/ft) Drilling Method:.5" HSA Hammer Type: Automic De Drilled: 3/17/17 Driller: Wilhelm Remarks R: Recovery length of the samples W: Spoon driven by the weight of the hammer Pocket Pen 8 feet:.5 TSF Pocket Pen 14 feet:.75 TSF Wer encountered 18 feet during drilling Pocket Pen feet:.5 TSF *Number of blows required for a 14 lb hammer dropping 3" to drive " 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 penetrion is termed the standard penetrion resistance, N-Value.

30 R F r o e h l in g & R o b e r t s o n, I n c. BORING LOG Boring: B-8 (1 of 1) BORING_LOG 7U89 LOGS.GPJ F&R.GDT 4/4/17 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. Elevion Description of Merials (Classificion) 6 inches of SURFICIAL SOIL FILL, Brown, silty SAND (SM), trace gravel, contains quartz, very loose to medium dense - Trace root mter 4 feet Dark gray, ELASTIC SILT (MH), little sand, very soft, moist - Trace gravel, trace root mter, wet 8 feet - No root mter 1 feet - Contains organics 14 feet - Contains pieces of bricks feet POSSIBLE FILL, Dark gray, silty SAND (SM), very loose, wet Dark gray, sandy ELASTIC SILT (MH), very soft, wet Elevion: 4.6 ± * Total : 5.' Locion: See Boring Locion Plan Boring was termined 5 feet. Boring was grouted per DCRA requirements up to 18 inches. The top 18 inches was backfilled with sandy loam per NPS requirements. * Elevion was determined with a Geo 7 Series GPS Unit in 199 Maryland Ste Plane. * Sample Blows R=1" R=4" W-W- W-W-1 Sample (feet) N-Value (blows/ft) Drilling Method:.5" HSA Hammer Type: Automic De Drilled: 3/1/17 Driller: Wilhelm Remarks R: Recovery length of the samples Pocket Pen feet: 3.5 TSF W: Spoon driven by the weight of the hammer Pocket Pen 6 feet: TSF Wer encountered 8 feet during drilling Pocket Pen 14 feet:.5 TSF *Number of blows required for a 14 lb hammer dropping 3" to drive " 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 penetrion is termed the standard penetrion resistance, N-Value.

31 R F r o e h l in g & R o b e r t s o n, I n c. BORING LOG Boring: B-9 (1 of 1) BORING_LOG 7U89 LOGS.GPJ F&R.GDT 4/4/17 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. Elevion Description of Merials (Classificion) 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 1 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 Elevion: 3. ± * Total : 5.' Locion: See Boring Locion Plan Boring was termined 5 feet. Boring was grouted per DCRA requirements up to 18 inches. The top 18 inches was backfilled with sandy loam per NPS requirements. * Elevion was determined with a Geo 7 Series GPS Unit in 199 Maryland Ste Plane. * Sample Blows R=7" R=1" W-W W-- Sample (feet) N-Value (blows/ft) Drilling Method:.5" HSA Hammer Type: Automic De Drilled: 3/13/17 Driller: Wilhelm Remarks R: Recovery length of the samples Pocket Pen feet: 3 TSF Wer encountered 1 feet during drilling W: Spoon driven by the weight of the hammer Pocket Pen feet:.5 TSF *Number of blows required for a 14 lb hammer dropping 3" to drive " 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 penetrion is termed the standard penetrion resistance, N-Value.

32 R F r o e h l in g & R o b e r t s o n, I n c. BORING LOG Boring: B-1 (1 of 1) BORING_LOG 7U89 LOGS.GPJ F&R.GDT 4/4/17 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. Elevion Description of Merials (Classificion) 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 8 feet - Wet 1 feet - Contains seams of f clay feet - No f clay feet Elevion: 1.9 ± * Total : 5.' Locion: See Boring Locion Plan Boring was termined 5 feet. Boring was grouted per DCRA requirements up to 18 inches. The top 18 inches was backfilled with sandy loam per NPS requirements. * Elevion was determined with a Geo 7 Series GPS Unit in 199 Maryland Ste Plane. * Sample Blows Sample (feet) N-Value (blows/ft) Drilling Method:.5" HSA Hammer Type: Automic De Drilled: 3/13/17 Driller: Wilhelm Remarks R: Recovery length of the samples Wer encountered 1 feet during drilling *Number of blows required for a 14 lb hammer dropping 3" to drive " 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 penetrion is termed the standard penetrion resistance, N-Value.

33 APPENDIX III CHM HILL NAMA Rehabilite Potable Wer Lines F&R Project No. 7U89 April 4, 17

34 R F r o e h l in g & R o b e r t s o n, I n c. Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. LABORATORY TEST SUMMARY SHEET Sheet: 1 of 1 Boring/ Sample No. (ft) LL PL PI Wer Content (%) % Gravel AASHTO Class. B B MH A-7-5 B CL A B B B B B B-4 8. NP NP NP SM A--4 B CH A-7-6 B SC-SM A B B B ML A-7-6 B B % Sand % Fines USCS Class. Maximum Dry Density (pcf) Optimum Wer Content (%) CBR LAB SUMMARY 7U89 LOGS.GPJ F&R.GDT 4/1/17

35 R F r o e h l in g & R o b e r t s o n, I n c. GRAIN SIZE DISTRIBUTION Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. U.S. SIEVE OPENING IN INCHES 6 U.S. SIEVE NUMBERS /4 1/ 3/ HYDROMETER Percent Finer (By Weight) COBBLES Grain Size (mm) GRAVEL SAND coarse fine coarse medium fine.1.1 SILT OR CLAY.1 US_GRAIN_SIZE 7U89 LOGS.GPJ F&R.GDT 4/1/17 Boring No. B-1 B-1 B- B-3 B-3 Boring No. B-1 B-1 B- B-3 B D D Classificion () () () () () D D %Gravel LL PL PI %Sand %Silt Cc Cu %Clay

36 R F r o e h l in g & R o b e r t s o n, I n c. GRAIN SIZE DISTRIBUTION Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. U.S. SIEVE OPENING IN INCHES 6 U.S. SIEVE NUMBERS /4 1/ 3/ HYDROMETER Percent Finer (By Weight) COBBLES Grain Size (mm) GRAVEL SAND coarse fine coarse medium fine.1.1 SILT OR CLAY.1 US_GRAIN_SIZE 7U89 LOGS.GPJ F&R.GDT 4/1/17 Boring No. B-1 B-4 B-5 B-7 Boring No. B-1 B-4 B-5 B D D Classificion ELASTIC SILT (MH) SILTY SAND (SM) FAT CLAY (CH) SILT (ML) D D1.35 %Gravel.... LL PL PI 5 NP NP 9 9 %Sand NP 3 %Silt Cc 1.3 Cu 3.86 %Clay

37 R F r o e h l in g & R o b e r t s o n, I n c. GRAIN SIZE DISTRIBUTION Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. U.S. SIEVE OPENING IN INCHES 6 U.S. SIEVE NUMBERS /4 1/ 3/ HYDROMETER Percent Finer (By Weight) COBBLES Grain Size (mm) GRAVEL SAND coarse fine coarse medium fine.1.1 SILT OR CLAY.1 US_GRAIN_SIZE 7U89 LOGS.GPJ F&R.GDT 4/1/17 Boring No. B-7 B-8 B-9 Boring No. B-7 B-8 B D D Classificion () () () D3 D %Gravel LL PL PI %Sand %Silt Cc 1.41 Cu 3.36 %Clay

38 R F r o e h l in g & R o b e r t s o n, I n c. ATTERBERG LIMITS Sheet: 1 of 1 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. 6 5 CL CH Plasticity Index CL-ML ML MH Liquid Limit Boring No. LL PL PI Fines Classificion % Nural Wer Content B ELASTIC SILT (MH) 45.4 B-4 8. NP NP NP 6.9 SILTY SAND (SM) 3.7 B FAT CLAY (CH) 39.6 B SILT (ML) 44. ATTERBERG_LIMITS_USCS 7U89 LOGS.GPJ F&R.GDT 4/1/17

39 R F r o e h l in g & R o b e r t s o n, I n c. GRAIN SIZE DISTRIBUTION Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. U.S. SIEVE OPENING IN INCHES 6 U.S. SIEVE NUMBERS /4 1/ 3/ HYDROMETER Percent Finer (By Weight) COBBLES Grain Size (mm) GRAVEL SAND coarse fine coarse medium fine.1.1 SILT OR CLAY.1 US_GRAIN_SIZE 7U89 LOGS.GPJ F&R.GDT 4/1/17 Boring No. B-1 B-1 B-6 B-6 Boring No. B-1 B-1 B-6 B D Classificion SANDY LEAN CLAY (CL) () SILTY, CLAYEY SAND (SC-SM) () D D3.15 D %Gravel LL PL PI %Sand %Silt Cc Cu.86 %Clay

40 R F r o e h l in g & R o b e r t s o n, I n c. ATTERBERG LIMITS Sheet: 1 of 1 Project No: 7U89 Client: CHM Hill Project: NAMA D Wer Lines City/Ste: Washington, D.C. 6 5 CL CH Plasticity Index CL-ML ML MH Liquid Limit Boring No. LL PL PI Fines Classificion % Nural Wer Content B SANDY LEAN CLAY (CL) 18.5 B SILTY, CLAYEY SAND (SC-SM) 14. ATTERBERG_LIMITS_USCS 7U89 LOGS.GPJ F&R.GDT 4/1/17

41 MOISTURE-DENSITY RELATIONSHIP For Curve No. B-6(14777) Dry density, pcf ZAV for Sp.G. = Wer content, % Test specificion: ASTM D Method A Standard ASTM D Oversize Corr. Applied to Each Test Point Elev/ Classificion N. % > % < Sp.G. LL PI USCS AASHTO Moist. #4 No..5 SC-SM A Sp. gr. for ZAV is assumed ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = 11.1 pcf Optimum moisture = 1.9 % 11.1 pcf 13.5 % Project No. 7U-89 Client: CHM HILL Remarks: Project: Nama Wer Lines Lab. Number: De: 4//17 Locion: B-6 Sample Number: S-1 FROEHLING & ROBERTSON, INC. Brown-olive, SILTY,CLAYEY SAND(SC- SM) Figure Tested By: JA Checked By: JA

42 MOISTURE-DENSITY RELATIONSHIP For Curve No. B-1( Dry density, pcf Wer content, % ZAV for Sp.G. =.55 Test specificion: ASTM D Method A Standard ASTM D Oversize Corr. Applied to Each Test Point Elev/ Classificion N. % > % < Sp.G. LL PI USCS AASHTO Moist. #4 No..5 CL A Sp. gr. for ZAV is assumed ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = pcf Optimum moisture = 13.1 % pcf 14. % Project No. 7U-89 Client: CHM HILL Remarks: Project: Nama Wer Lines Lab. Number: De: 4//17 Locion: B-1 Sample Number: S-1 FROEHLING & ROBERTSON, INC. Brown-oranguish olive, SANDY LEAN CLAY(CL) Figure Tested By: JA Checked By: JA