geotechnical data report for st. elizabeth ......geotechnical data report for st. elizabeth east...

GEOTECHNICAL DATA REPORT

FOR

ST. ELIZABETH EAST CAMPUS

PARKING GARAGE

Contract No. 148001987

Prepared for:

1100 Glebe Rd, Suite 500 Arlington, VA 22201

Consultant to:

Prepared by: E2CR, Inc.

1405 Parker Road Suite A Baltimore MD 21227 Phone: 410-737-9100 Fax: 410-737-9101 E-mail: [email protected]

MARCH 15, 2019

1405-A Parker Road Baltimore, MD 21227 Phone: 410-737-9100 Fax: 410-737-9101 E-mail: [email protected]

March 15, 2019

Jacobs Engineering Group 1100 Glebe Rd, Suite 500 Arlington, VA 22201 Attention: Mr. Richard Staudinger, PE Project Manager Re: Geotechnical Data Report

St. Elizabeth East Campus Garage Contract No. 148001987

E2CR Project No. 19503-03 Dear Mr. Staudinger:

E2CR, Inc. (E2CR) is pleased to submit this Geotechnical Data Report containing the subsurface exploration and laboratory test results for the proposed parking garage at the East Campus of St. Elizabeth Hospital in Southeast Washington, DC. The work described within this report was performed in accordance with our proposal dated December 13, 2018 and your authorization on January 10, 2019. We wish to advise you that we will store the soil samples obtained from the soil test borings for a period of sixty (60) days from the date of this letter, after which time the samples will be discarded, unless other disposition is requested. This geotechnical data report includes a summary of the subsurface conditions encountered, boring logs, laboratory testing results, constant head infiltration test results, and subsurface profile. We appreciate the opportunity to be of service to you on this project. If you have any questions, please call us. Very truly yours, E2CR, Inc.

Alex Adu-Osei, Ph.D., P.E. Project Manager

i

TABLE OF CONTENT

1.0 INTRODUCTION ................................................................................................................... 1

2.0 PURPOSE AND SCOPE......................................................................................................... 1

3.0 SITE AND PROJECT DESCRIPTION .................................................................................. 2

4.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING ................................... 3

4.1 Subsurface Exploration ......................................................................................................... 3

4.2 Laboratory Testing ................................................................................................................ 5

5.0 SUBSURFACE CONDITIONS .............................................................................................. 6

5.1 Geology ................................................................................................................................. 6

5.2 Generalized Subsurface Conditions ...................................................................................... 6

5.2.1 Stratum I (Fill) .................................................................................................................. 7

5.2.2 Stratum II (Stiff CLAY) ................................................................................................... 8

5.2.3 Groundwater ..................................................................................................................... 9

5.3 In-Situ Infiltration Test .......................................................................................................... 9

5.4 Drill Rig Hammer Efficiency ................................................................................................ 9

5.5 Site Seismic Characteristics ................................................................................................ 10

6.0 CONCLUSIONS ................................................................................................................... 11

7.0 REMARKS ............................................................................................................................ 12

LIST OF TABLES

Table 1: Boring Summary ............................................................................................................... 5

Table 2: Strata Depths ..................................................................................................................... 7

Table 3: Drill Rig Hammer Efficiency ......................................................................................... 10

Table 4: Seismic Parameters ......................................................................................................... 10

ii

LIST OF APPENDICES

Appendix A: Figures

Figure 1: Site Vicinity Map

Figure 2: Aerial Photograph

Figure 3: Concept and Boring Location Plan

Figure 4: Rubble Fill Photograph (GB-2A, S-1)







Figure 11: Rubble Fill Photograph (JB-9A, S-1)

Appendix B: Boring Logs

Appendix C: Laboratory Test Results

Laboratory Summary

Graphical Laboratory Results

Appendix D: Results of Field Infiltration Test

Appendix E: Waste Characterization Sampling Report

Re: Geotechnical Data Report St. Elizabeth East Campus Parking Garage E2CR Project No. 19503-03

March 2019 Page 1 of 13

1.0 INTRODUCTION

E2CR, Inc. (E2CR) has completed the subsurface exploration, and laboratory testing for the East

Campus Garage project at the St. Elizabeth Hospital in Southeast Washington, DC. The

investigation was conducted for Jacobs Engineering Group (Jacobs), in general accordance with

E2CR’s proposal dated December 13, 2018 and your authorization on January 10, 2019. E2CR

was the sub-consultant to Jacobs, who were the consultants to Healthcare Building Solutions

(HBS) for this project.

2.0 PURPOSE AND SCOPE

The purpose of this investigation was to evaluate the subsurface conditions at the location of the

proposed parking garage to assist in the design and construction of the parking garage.

Specifically, our scope as directed by Jacobs included:

• Meet with Jacobs to discuss the details of the project, field and laboratory testing,

deliverables, schedule, etc.

• Obtain DCRA and DOEE Permits

• Provide documentations to obtain WMATA Permit. Jacobs to obtain the permit

• Prepare a Detailed Work Plan with Material Specs - For DOEE Approval

• Visit the site and stake the borings along with Jacobs's Engineer

• Coordinate with MISS Utility and Clear boring locations

• Mobilize an ATV Rig, Tools, Materials

• Drill 4 borings with Standard SPTs to 75' each and obtain Shelby Tube Samples where

required for the Parking Garage

• Drill 1 boring J-9 with Standard SPTs to a depth of 80 feet

• Drill 2 Stormwater Management (SWM) borings with continuous SPTs to depths of 12

feet, each

• Conduct two (2) In-Situ infiltration tests at depths of 3' to 6' depending on the

groundwater conditions



• Advance the borings with both HSA and Mud Rotary wash methods

• Install temporary casing prior to mud drilling, as required by DOEE

• Decontaminate the augers between borings and the spoons between samples

• Screen the samples with a PID

• Containerize all cuttings and wash water in 55-G Drums

• Conduct Analytical Tests - 1 per boring

• Dispose non-hazardous materials at an off-site disposal facility

• Conduct Geotechnical Index Property Tests on selected samples

• Provide a Geologist or Engineer to inspect the drilling operations and prepare & type the

boring logs

• Prepare a Geotechnical Data Report (GDR) to include Logs, Lab Results and Field Test

Results

Please note that the following were not part of our scope of services:

Geotechnical evaluations, Design and Recommendations

Delineation of WMATA Tunnel

Design for WMATA Requirements including Stress Analysis and Influence on existing

tunnel

Seismic Analysis and Site Classifications

Preparation and/or review of Contract Drawings and Specifications

Cost Estimation

Bid Preparation

3.0 SITE AND PROJECT DESCRIPTION

The project is located on the East Campus of the St. Elizabeth Hospital in Southeast Washington,

DC. Specifically, the proposed parking garage is located at the intersection of Cypress Street, SE

and the proposed 13th Street, SE. Figure 1 and Figure 2 in Appendix A show the “Site Vicinity

Map” and “Aerial Photograph”, respectively.



It is our understanding that the District of Columbia government through HBS plans to develop a

multilevel parking garage east of the ESA building on the East Campus of St. Elizabeth Hospital.

According to a concept plan provided by Jacobs, the site generally slopes steeply from west to

east. The site grades vary from about EL +170 feet on the west to about EL +140 feet near the

WMATA right-of-way. Figure 3 in Appendix A shows the concept plan.

4.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING

4.1 Subsurface Exploration

The subsurface conditions were explored by performing seven (7) borings. Four (4) of the

borings (GB-1A, GB-2A, GB-3A, and GB-4) were drilled near the footprint of the proposed

parking garage. One (1) boring (J-9A) was drill outside the footprint of the proposed parking

garage. These borings were drilled to approximately 75 feet to 80 feet below the existing ground

surface. The remaining two (2) borings (IB-1 and IB-2A) were drilled to approximately 12 feet

below the existing ground surface to conduct in-situ infiltration tests. The approximate locations

of the borings are shown on Figure 3 in Appendix A.

A 5-foot auger was lost in boring GB-2A so the boring was terminated at approximately 30 feet

below the existing ground surface, grouted, offset, and re-drilled as boring GB-2B. Boring GB-

2B was terminated at approximated 18 feet below the existing ground surface due to auger

refusal. It was offset and re-drilled as boring GB-2C. Similarly, borings GB-3A and GB-4 were

offset and re-drilled as borings GB-3B and GB-4A due to auger refusal at approximately 24 feet

and 9.5 feet, respectively.

Borings IB-1 and IB-2A were offset about 5 feet each and re-drilled as borings IB-1A and IB-2B

for in-situ infiltration test. The infiltration test was conducted using a constant head method by

the Aardvark Permeameter Series 2840K.

The borings were drilled using a truck mounted drill rig. The deep borings (GB-1A, GB-2C, GB-

3B, GB-4A, and J-9A) borings were advanced using hollow stem augers through the existing fill



materials and at least 10 feet into the natural sedimentary soils. PVC casings (4-inch diameter)

were installed through hollow stem augers and the annulus grouted before advancing the borings

using mud rotary wash methods. Standard Penetration Tests (SPTs) were conducted and split

spoon samples were obtained in the borings using 2-inch outer diameter (OD), 13/8-inch ID

sampler. The SPTs were performed in accordance with “Standard Test Method for Standard

Penetration Test (SPT) and Split-Barrel Sampling of Soils” - ASTM D1586. The SPT samples

were performed continuously with depth in the infiltration borings (IB-1 and IB-2A) and at 2.5

feet intervals in the top 40 feet, and at 5 feet intervals otherwise. A representative portion of each

SPT sample was placed in a glass jar and was appropriately marked. The SPT samples were

field-screened using a handheld photo ionization detector (PID) to detect the presence of

volatile organic compounds (VOCs), an indication of potential soil contamination. The PID

readings are noted on the boring logs.

Three inch diameter undisturbed Shelby tube samples were obtained in soft to medium stiff fine

grained soils in borings GB-1A and GB-4A at approximately 30 feet and 35 feet, respectively.

The Shelby tubes were retrieved in accordance with ASTM D1587 - Standard Practice for Thin-

Walled Tube Sampling of Fine-Grained Soils for Geotechnical Purposes.

The drill rig, augers and downhole equipment were cleaned between borings using Alconox-

water wash-rinse to prevent cross contamination. The spoons between samples were also

decontaminated using Alconox-water solution. All soil cuttings and mud from the borings were

stored in 55-gallon drums, labeled and left in a secure area at the site. The drummed soil cuttings

from the borings were analyzed and characterized using toxicity characteristic leaching

procedure (TCLP). The drums were disposed offsite in accordance with DC Department of

Environment procedures. The waste characteristic sampling report is included in Appendix E.

The borings were grouted upon completion using cement/bentonite mix. The edited boring logs

are included in Appendix B. The elevations and coordinates shown on the boring logs were

provided by Jacobs. A summary of the boring data is included in Table 1 below:



Table 1: Boring Summary

Boring

No.

Coordinates1 (feet) Elevation1

(feet)

Boring Depth2

(feet) Groundwater2

Northing Easting

GB-1A 430208.227 1314827.610 142.8 75.0 12.5

GB-2A 430292.730 1314926.427 132.1 30.0 16.5

GB-2B 430292.730 1314926.427 132.1 18.0 -3

GB-2C 430292.730 1314926.427 132.1 75.0 26.5

GB-3A 430430.019 1314799.109 177.3 24.0 -3

GB-3B 430430.019 1314799.109 177.3 80.0 15.0

GB-4 430408.941 1314654.209 154.3 9.5 -3

GB-4A 430408.941 1314654.209 154.3 75.0 17.0

IB-1 430405.575 1314604.945 157.3 12.0 11.9

IB-2A 430103.343 1314879.169 143.9 12.0 9.5

J-9A 430943.495 1314329.154 154.1 80.0 -3

1. Coordinates and elevations were provided by Jacobs 2. Measured from the existing ground surface at the time of drilling 3. Not measured

4.2 Laboratory Testing

All soil samples recovered from the soil test borings were transported to our laboratory and were

visually inspected by a geotechnical engineer to corroborate and/or modify the field

classification. Selected samples were subjected to various testing to determine additional

engineering characteristics of the on-site soils.

Laboratory tests conducted on the samples included natural moisture content, Atterberg limits,

sieve analysis, unconsolidated undrained triaxial, one-dimensional consolidation, modified

Proctor, and corrosion tests. All tests were performed in general accordance with applicable

AASHTO or ASTM procedures.



The results of the laboratory tests are summarized in Table C-1 in Appendix C. Graphical results

of the laboratory tests are also included in Appendix C.

5.0 SUBSURFACE CONDITIONS

5.1 Geology

The site lies in the Coastal Plain Physiographic Province of Washington DC, about 3 miles east

of the fall line which bisects the Piedmont and the Coastal Plain Physiographic Provinces

(Johnston, 1962). The soils of the Coastal Plain are of alluvial origin. These soils typically

consist of Gravel, Sand, Silt and Clay materials that have been deposited by the receding seas.

The formations dip slightly eastward.

The soils belong to the Potomac group of lower Cretaceous age: sands, silts, and clays with

irregular deposits of shells. The formation contains predominantly plastic clays interbedded with

strata of sands and poorly consolidated limestone. It may also contain predominantly sands and

chalky or porous limestones with local lenticular deposits of highly plastic clays.

According to the soil map of Washington DC, the soils at the site belong to the Beltsville-Urban

land complex, Chillum-Urban land complex, Croom very gravelly sandy loam, and Udordents.

5.2 Generalized Subsurface Conditions

Based on the depths explored, the logs indicate that the subsurface stratigraphy at the site

generally consists of two (2) strata. The subsurface stratigraphy encountered is shown on the

boring logs in Appendix B. The transitions between strata may be gradual and indistinct. The

coordinates and ground surface elevations shown on the boring logs were provided by Jacobs.

Please note that stockpiles of soil were observed at several locations at the time of drilling. The

boring elevations shown on the boring logs may change due to on-going earthwork operations.

The subsurface strata are summarized in Table 2 and discussed below:



Table 2: Strata Depths

Boring No. Strata Depth1 (feet)

Stratum I Stratum II

GB-1A 0 to 17 17 to > 75

GB-2A 0 to 17.5 17.5 to > 30

GB-2B 0 to > 18 -2

GB-2C 0 to 18 18 to > 75

GB-3A 0 to > 24 -2

GB-3B 0 to 30 30 to > 80

GB-4 0 to > 9.5 -2

GB-4A 0 to 19.5 19.5 > 75

IB-1 0 to > 12 -2

IB-2A 0 to > 12 -2

J-9A 0 to 2 2 to > 80

1. Measured from the existing ground surface 2. Not encountered

5.2.1 Stratum I (Fill)

Stratum I soils were encountered in all the borings at the existing ground surface. The stratum

extended to approximately 2 feet to 30 feet below the existing ground surface. Stratum I was

described as brown, orange, gray, black, brown, Sand and Gravel. Please note that construction

debris including brick, asphalt, concrete and slag was encountered in Stratum I. Figure 4 through

Figure 11 in Appendix A show split spoon sample photographs of the rubble fill in borings GB-

2A and JB-9A.

Standard Penetration tests (SPTs) conducted in Stratum I yielded N-values from 3 blows per foot

(bpf) to more than 50 bpf. The average and median N-value is 20 bpf and 17 bpf, respectively.

Based on the soil composition and N-values, Stratum I fill appears to be undocumented rubble



fill that was placed in an uncontrolled manner. Please be advised that, in its present condition,

the fill is considered unsuitable for the direct support of foundations and floor slabs.

Moisture content test conducted on samples retrieved from Stratum I yielded moisture content

values between 4.8 percent and 21.2 percent. The average, median, and standard deviation of the

moisture content values were 12.3 percent, 11.4 percent and 4.9 percent, respectively. Modified

Proctor test conducted on two (2) bulk samples retrieved from Stratum I yielded maximum dry

density values of 130.5 pcf and 131.3pcf with corresponding optimum moisture content values of

7.7 percent and 9.1 percent, respectively.

Apart from samples that were considered as non-plastic, Atterberg Limits tests conducted on

samples retrieved from Stratum I yielded Liquid Limit values from 21 to 33 with corresponding

Plasticity Index values from 3 to 14.

5.2.2 Stratum II (Stiff CLAY)

Stratum II was encountered from underneath Stratum I to the boring termination depths except in

borings GB-2B, GB-3A, GB-4, IB-1, and IB-2A which were terminated before encountering this

stratum. Stratum II was generally described as stiff gray, reddish brown, orange, purple, CLAY

interbedded with SAND.

SPTs performed in Stratum II yielded N-values from 3 bpf to more than 50 bpf. The average and

median N-value is 25 bpf and 21 bpf, respectively. Moisture content test conducted on samples

retrieved from Stratum II yielded moisture content values between 14.5 percent and 61.8 percent

with an average of 23.7 percent and a median moisture content value of 19.5 percent.

Apart from one (1) sample that was classified as non-plastic, Atterberg Limits tests performed on

samples retrieved from Stratum II yielded Liquid Limit values from 28 to 65 with corresponding

Plasticity Index values from 13 to 42. Particle size analysis test conducted on samples retrieved

from Stratum II indicate that soil particles passing the No. 200 sieve range from about 14.7



percent to 95.4 percent. It must be noted that the moisture content values of samples retrieved

from Stratum II are generally less than Liquid Limit values.

Unconsolidated undrained (UU) triaxial test conducted on two (2) Shelby tube samples retrieved

from Stratum II yielded total cohesion (c) values of 1,400 psf and 1,200 psf. One dimensional

soil consolidation test conducted on one (1) undisturbed sample retrieved from Stratum II

yielded a pre-consolidated pressure of 3,750 psf and a compression index value of 0.085.

5.2.3 Groundwater

Groundwater readings were obtained in the borings during drilling, after drilling and at a

minimum of 24 hours after drilling. Groundwater was encountered at depths of about 9.5 feet to

26.5 feet below the existing ground surface. Please note that fluctuation in precipitations,

seasonal conditions, construction activity, surface runoff, and site specific factors could cause

groundwater conditions to be different from those observed.

5.3 In-Situ Infiltration Test

Field infiltration test was conducted in the fill soils of Stratum I at 4 feet and 5 feet below the

existing ground surface in borings IB-1 and IB-2A, respectively. The infiltration test was

conducted using a constant head method by the Aardvark Permeameter Series 2840K. The

results of the field infiltration test are included in Appendix D.

5.4 Drill Rig Hammer Efficiency

One (1) drill rig was used during the subsurface exploration. It is a truck mounted Dietrich D-50

drill rig. Please note that the SPT blow counts and N-values reported on the boring logs are

uncorrected values. In order to convert the field N-values to corrected N-values (N60) the

hammer efficiency of the drill rig should be applied. The hammer efficiencies of the drill rig

used on the project is summarized in Table 3 below:



Table 3: Drill Rig Hammer Efficiency

Boring No. Drill Rig

Name/Serial No. Calibration Date Efficiency (%)

All Borings D-50/1FV6HJAC6 05-10-2018 84.4

5.5 Site Seismic Characteristics

Based on historical data, the project is located in a seismically low active zone. According to the

boring logs and Section 1613 of the 2012/2015 Edition of the International Building Code (IBC)

the following seismic ground shaking hazard parameters should be used:

Table 4: Seismic Parameters

Parameter Value

Site Class D

Spectral Acceleration at 1.0 second Period, S1 0.051 g

Spectral Acceleration at 0.2 second Period, Ss 0.118 g

Site Coefficient, Fv 2.4

Site Coefficient, Fa 1.6

Peak Ground Acceleration, PGA 0.056 g

Spectral Response at 1.0 second Period, SM1 0.122 g

Spectral Response at 0.2 second Period, SMS 0.189 g

Design Spectral Response Acceleration at 1.0 second Period, SD1 0.081 g

Design Spectral Response Acceleration at 0.2 second Period, SDS 0.126 g

Seismic Design Category C

The presence of sands and groundwater can induce liquefaction, settlement, or bearing loss

during seismic activities. However, the site is located in a low seismic activity region.



6.0 CONCLUSIONS

Based on this preliminary subsurface exploration, the site is feasible for the development of the

proposed parking garage, from a geotechnical point of view. The primary geotechnical issues for

the proposed development include the following:

1. The site is blanketed by approximately 2 feet to 30 feet of what appears to be

undocumented rubble fill. In their present condition, the undocumented fill materials are

unsuitable for the direct support of new foundations and floor slabs. Please note that

difficulties in installing bored and/or driven piles through the fill should be anticipated.

Predrilling may be required.

2. Stiff Clays interbedded with Sands were encountered at the site below the fill. Please be

advised that these clay soils usually exhibit high (implied) strength characteristics when

they are in their natural (undisturbed) state, but are extremely weak when they are

exposed to moisture.

3. Groundwater was encountered at depths of about 9.5 feet to 26.5 feet below the existing

ground surface. Shallow depth to groundwater (especially perched conditions) should be

anticipated at the site.

4. Due to the miscellaneous nature of the fill and the clayey native soils, infiltration

facilities for stormwater management will be challenging.

5. Soil stockpiles were observed at the site during the subsurface exploration. The grades

reported on the boring logs may be difference due to on-going grading operations.

6. Additional borings are recommended during the design phase of the project.

7. Additional test pits are recommended to verify the nature of the rubble fill.



7.0 REMARKS

This report has been prepared to aid in the design and construction of the proposed parking

garage on the East Campus of the St. Elizabeth Hospital in Southeast Washington, DC.

General assumptions have been made that the limited exploratory test borings represent the site

conditions in relation to the aerial extent and depths of the borings. It should be noted, however,

that the actual subsurface conditions between the test boring locations might vary from the

conditions indicated on the appended test boring logs. Should actual conditions encountered

during construction differ significantly from those indicated by the test boring logs, E2CR should

be consulted.

Our professional services have been performed and this report has been prepared in accordance

with generally accepted engineering principles and practices. E2CR assumes no responsibility

for interpretations made by others based upon our work or our recommendations.



REFERENCES

American Association of State Highway and Transportation Officials (AASHTO). (2017).

Standard Specification for Transportation Materials and Methods of Sampling and

Testing (34th Part 2 ed.). Washington, DC: AASHTO.

American Society for Testing and Materials (ASTM). (2017). Annual Book of ASTM Standards

(Vol. 04.08). West Coshohocken, PA: ASTM.

American Society for Testing and Materials, ASTM. (2017). Annual Book of ASTM Standards

(Vol. 04.08 Soil and Rock (I)). West Conshohocken, PA: American Society for Testing

and Materials.

International Code Council. (2015). 2015 International Building Code. International Code

Council.

Johnston, P. (1962, March). The Geology of Washington DC and Vicinity. Journal of the

Washington Academy of Sciences, 52(3), 57-68.

Naval Facilities Engineering Command. (1986). Foundations & Earth Structures Design Manual

7.02. Alexandria, Virginia: Naval Facilities Engineering Command.

Naval Facilities Engineering Command. (1986). Soil Mechanics Design Manual 7.01.

Alexandria, Virginia: Naval Facilities Engineering Command.

Terzaghi, K., & Peck, R. B. (1968). Soil Mechanics in Engineering Practice. John Wiley &

Sons, Inc.

Tomlinson, M. J. (1986). Foundation Design and Construction. London: Longman Group UK

Limited.

Tschebotarioff, G. P. (1973). Foundations, Retaining and Earth Structures. New York:

McGraw-Hill, Inc.

US Geological Survey. (2017, January 9). US Seismic Design Maps. Retrieved January 9, 2017,

from USGS.gov: http://earthquake.usgs.gov/designmaps/us/application.php?

APPENDICES

APPENDICES

Appendix A: Figures

Appendix B: Boring Logs

Appendix C: Laboratory Test Results

Appendix D: Field Infiltration Test Results

Appendix E: Waste Characterization Sampling Report

APPENDIX A:

FIGURES

E2CR, INC. St. Elizabeth East Campus – Parking Garage FIGURE: 1 DRAWN BY: AAO CHECKED BY: NS

Site Vicinity DATE: March, 2019 JOB NO.: 19503-03 SCALE: NTS

SITE


Aerial Photograph DATE: March, 2019 JOB NO.: 19503-03 SCALE: NTS

SITE

Figure 3: Concept & Boring Location Plan


Rubble Fill Photograph (GB-2A, S-1) DATE: March, 2019 JOB NO.: 19503-03 SCALE: NTS


Rubble Fill Photograph (JB-9A, S-1) DATE: March, 2019 JOB NO.: 19503-03 SCALE: NTS

APPENDIX B:

BORING LOGS

stopped at 25' @ 4:30 pm on2-7-19. Water @ 24.3'

Started @ 25' on 2-14-19 @ 7:30am

PID=0.6 ppm

Retrieved Shelby tube @ 30'-32'

PID=0.5 ppm

DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

PT

DS

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

ST-1

S-12

3-12-13(25)

8-23-17(40)

10-10-5(15)

10-6-6(12)

8-12-16(28)

12-8-5(13)

2-1-2(3)

2-3-4(7)

6-10-14(24)

2-3-5(8)

2-4-5(9)

3-4-7(11)

0

2

4.5

9.5

12.5

14.5

17

20

22

32

Brown, tan, moist, medium dense,Clayey GRAVEL with Sand (GC) (FILL)

Black, brown, moist, dense, SiltyGRAVEL with Sand, asphalt debris(GM) (FILL)

Gray, orange, brown, moist, mediumdense, Silty Clayey GRAVEL with Sand(GC-GM) (FILL)

Orange, gray, brown, moist, mediumdense, Silty Clayey SAND with Gravel(SC-SM) (FILL)

Gray, brown, wet, medium dense,poorly graded GRAVEL with Silt andSand (GP-GM) (FILL)Purple gray, brown, moist, soft, LeanCLAY with Gravel (CL) (Possible FILL)

Red, purple, brown, moist, mediumstiff, Lean CLAY (CL)

Orange, reddish brown, moist, very stiff,Fat CLAY (CH)

Gray, brown, moist, medium stiff, FatCLAY with Sand (CH)

Reddish brown, gray, moist, stiff, LeanCLAY (CL)

12

10

10

8

14

4

18

18

18

18

18

24

18

SAMPLER

Date Started 2/7/2019

Surf. Elev. 142.8 ft

Depth Water at End Drill ft

Depth Water Encountered 23.45 ft

Afterhrs.

Logged by A. Patel

Drill Make and Model D-50

Weight of Hammer 140 lbs

Boring Method Hollow Stem Auger/Mud Rotary

Date Completed 2/14/2019

Driller J. Miller

Depth of Boring 75 ft

Hole Diameter 4 in

Caved Depth ft

Height of Fall 30 in Depth to Rock ft

SO

ILS

YM

BO

L

Elev.(ft)

140

135

130

125

120

115

110

DEPTH(ft)

5

10

15

20

25

30

(Continued Next Page)

BORING & SAMPLENOTESTypeNo.

N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT

HSOIL DESCRIPTIONName, Symbol, Proportions, Color, Moisture,

Density, Structure

Rec.(in)

Page 1 of 3

Location Southeast Washington, DC

Contracted With Jacobs Boring # GB-1AJob # 19503-03Project Name St. Elizabeth East Campus - Parking Garage

BORING LOG

E2C

R-G

EO

1 -

E2R

C.G

DT

- 3

/15/

19 1

2:4

0 -

S:\

LOG

S\2

019

PR

OJE

CT

S\S

T E

LIZ

AB

ET

H E

AS

T C

AM

PU

S P

AR

KIN

G G

AR

AG

E.G

PJ

PID=1.5 ppm

S-14A=14"; S-14B=4"PID=0.4 ppm

PID=0.6 ppm

PID=0.3 ppm

PID=0.6 ppm

PID=0.4 ppm

PID=0.2 ppm

PID=0.7 ppm

PID=1.1 ppm

DS

DS

DS

DS

DS

DS

DS

S-13

S-14

S-15

S-16

S-17

S-18

S-19

4-10-10(20)

12-8-12(20)

7-9-12(21)

9-25-24(49)

14-22-24(46)

10-17-21(38)

17-21-25(46)

5-7-12

42

44.7

46

52

63

72

Reddish brown, gray, moist, stiff, LeanCLAY (CL) (continued)

Orange, gray, reddish brown, mediumdense, Clayey SAND with Gravel (SC)

Reddish brown, moist, very stiff, LeanCLAY with Sand (CL)Gray, brown, wet, medium dense, SiltySAND (SM)

Gray, wet, dense, Silty SAND withGravel (SM)

layer of Clay in S-18

Reddish brown, moist, very stiff, FatCLAY (CH)

18

18

18

18

18

18

18

SO

ILS

YM

BO

L

Elev.(ft)

105

100

95

90

85

80

75

70

DEPTH(ft)

40

45

50

55

60

65

70



N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 2 of 3



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G G

AR

AG

E.G

PJ

DSS-20 (19)

Bottom of borehole at 75.0 feet.

18

SO

ILS

YM

BO

L

Elev.(ft)

DEPTH(ft)

75


N-V

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Density, Structure

Rec.(in)

Page 3 of 3



BORING LOG

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G G

AR

AG

E.G

PJ

PID=0 ppm

Hard drilling @ 2'-5.5'PID=0 ppm

Retrieved bulk bag 5'-10'

PID=0 ppm

PID=0 ppm

PID=0.5 ppm

Hard drilling @ 10.5'-13.5'

PID=0 ppm

PID=0 ppm

PID=0.3 ppm

PID=0.2 ppm

Boring terminated at 30'. Lost 5'auger with cutter head due rubblefill. Hole tremmie grouted in placewith steel casing.PID=0 ppm

DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

1-1-3(4)

12-18-23(41)

14-14-9(23)

14-6-10(16)

11-8-34(42)

14-5-4(9)

9-16-11(27)

3-1-2(3)

8-8-11(19)

10-9-13(22)

0

2

4.5

9.5

12.5

14.5

17.5

21.5

Orange, brown, light brown, moist, veryloose, Clayey GRAVEL with Sand (GC)(FILL)Black, brown, red, moist, dense, ClayeyGRAVEL with Sand, brick debris, (GC)(FILL)Orange, brown, black, red, moist,medium dense, Clayey SAND withGravel, brick debris (SC) (FILL)

Tan, orange, brown, moist, dense,poorly graded GRAVEL with Silt andSand (GP-GM) (FILL)

Asphalt debris in S-6

Tan, wet, medium dense, ClayeySAND with Gravel (SC) (Possible FILL)

Gray, brown, wet, very loose, SiltySAND (SM)

Orange, red, light gray, moist, very Stiff,Fat CLAY (CH)


13

18

18

18

14

15

18

3

18

18

SAMPLER





Afterhrs.

Logged by A. Patel



Boring Method Hollow Stem Auger


Driller P. Doren


Hole Diameter 7 in

Caved Depth ft


SO

ILS

YM

BO

L

Elev.(ft)

130

125

120

115

110

105

DEPTH(ft)

5

10

15

20

25

30


N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 1 of 1



BORING LOG

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Auger refusal @ 13'. Mud drillingfrom 13'-18'. No water return.Boring offset and redrilled asGB-2C

0

10

13

Blank auger 0-13 ft

Hard drilling @ 10.8'-13'

Mud drilling


SAMPLER




Depth Water Encountered ft

Afterhrs.

Logged by A. Patel





Driller P. Doren


Hole Diameter 7 in

Caved Depth ft


SO

ILS

YM

BO

L

Elev.(ft)

130

125

120

115

DEPTH(ft)

5

10

15


N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 1 of 1


Contracted With Jacobs Boring # GB-2BJob # 19503-03Project Name St. Elizabeth East Campus - Parking Garage

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E.G

PJ

Used D-50, 0-8.5' on 2-18-19

Used CME-75, 8.5'-25' on 2-19-19

Used D-50, 25'-75' on 2-21-19

Auger @ 23.5'. Started muddrilling @ 23.5'. Rig broke down on2-19-19 @ 2:30 pmPID=0 ppm

Started drilling on 2-21-19 @ 7:30am, water @ 26.5'

PID=0 ppm

Set 20', 4" PVC pipe in hole afterdrilling on 2-21-19

PID=0 ppm

DS

DS

DS

S-1

S-2

S-3

9-11-13(24)

3-7-11(18)

4-5-7(12)

0

23.5

26

32

Blank auger to 23.5 ft

Orange, red, brown, moist, very stiff,Fat CLAY (CH)

Red, purple, brown, orange, moist, verystiff, Fat CLAY (CH)

Purple, red, brown, moist, stiff, LeanCLAY (CL)

18

18

18

SAMPLER





Afterhrs.

Logged by A. Patel





Driller P. Doren


Hole Diameter 4 in

Caved Depth ft


SO

ILS

YM

BO

L

Elev.(ft)

130

125

120

115

110

105

100

DEPTH(ft)

5

10

15

20

25

30



N-V

alue

/R

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(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 1 of 3


Contracted With Jacobs Boring # GB-2CJob # 19503-03Project Name St. Elizabeth East Campus - Parking Garage

BORING LOG

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E.G

PJ

PID=0.1 ppm

PID=0 ppm

PID=0 ppm

Hard mud drilling @ 52.5'-62.5'

PID=0 ppm

PID=0 ppm

PID=0 ppm

PID=0.3 ppmS-10A=16"; S-10B=2"

Hard mud drilling @ 69.5'-73.5'

PID=0 ppm

DS

DS

DS

DS

DS

DS

DS

S-4

S-5

S-6

S-7

S-8

S-9

S-10

5-9-13(22)

5-8-12(20)

14-12-15(27)

15-18-22(40)

13-23-29(52)

8-29-32(61)

15-18-20(38)

10-12-17

36.5

42.5

46.5

52.5

54

56.5

59

62.5

69.9

72.5

Purple, reddish brown, moist, very stiff,Fat CLAY (CH)

Green, gray, brown, wet, mediumdense Clayey SAND with Gravel (SC)

Gray, wet, medium dense, Silty SAND(SM)

Gray, wet, dense, Silty SAND withGravel (SM)2" layer of Clay 53.7'-53.8'

Gray, wet, very dense, Silty SAND withGravel (SM)

2" layer of Clay, 1" layer of organics

Gray, brown, wet, very dense, SiltySAND with Gravel (SM)

Gray, brown, moist, hard, Sandy LeanCLAY with organic layer (CL)

Red, light purple, light gray, brown,moist, very stiff, Fat CLAY (CH)

18

18

18

18

18

18

18

SO

ILS

YM

BO

L

Elev.(ft)

95

90

85

80

75

70

65

60

DEPTH(ft)

40

45

50

55

60

65

70



N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 2 of 3



BORING LOG

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G G

AR

AG

E.G

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DSS-11 (29)


18

SO

ILS

YM

BO

L

Elev.(ft)

DEPTH(ft)

75


N-V

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Density, Structure

Rec.(in)

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BORING LOG

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E.G

PJ

Grinding 0'-3.5'

foul odor in S-2

Broke drill rig keyway at 11:05 am

Broke drill rig keyway again at11:18 am

S-9A=10"; S-9B=2"

Auger refusal at 24'. Possible slag.Boring offset and re-drilled asGB-3B

DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

8-14-12(26)

2-6-28(34)

2-1-2(3)

3-2-4(6)

6-9-15(24)

2-6-3(9)

5-6-12(18)

3-5-14(19)

2-4-19(23)

11-9-9(18)

0

2

4.5

6

9.5

12

14.5

17

19.5

21.321.5

Greenish gray, moist, medium dense,Clayey SAND with Gravel (SC) (FILL)

Dark gray, moist, hard, Sandy LeanCLAY with Gravel (CL) (FILL)

Gray, brown, moist, soft, Lean CLAYwith Sand (CL) (FILL)Brown, grayish brown, moist, mediumstiff, Lean CLAY with Sand and Gravel,brick debris (CL) (FILL)

Brown, red, moist, medium dense, SiltyClayey GRAVEL with Sand (GC-GM)(FILL)

Dark brown, black, grayish brown,moist, loose, Silty Clayey SAND withGravel (SC-SM) (FILL)

Grayish brown, moist, medium dense,Clayey SAND with Gravel (SC) (FILL)

Brown, orange, tan, moist, mediumdense, Silty Clayey GRAVEL with Sand(GC-GM) (FILL)

Orange brown, moist, very stiff, LeanCLAY with Sand, trace Gravel (CL)(FILL)Dark brown, moist, medium dense,Silty GRAVEL with Sand (GM) (FILL)Dark gray, gray, moist, medium dense,poorly graded GRAVEL with Sand(GP-GM) (FILL)

Refusal at 24.0 feet.Bottom of borehole at 24.0 feet.

15

15

12

6

15

18

12

16

12

6

SAMPLER





Afterhrs.

Logged by A. Patel





Driller P. Doren


Hole Diameter 7 in

Caved Depth 6.5 ft


SO

ILS

YM

BO

L

Elev.(ft)

175

170

165

160

155

DEPTH(ft)

5

10

15

20


N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 1 of 1



BORING LOG

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E.G

PJ

Boring offset 3 ft East from GB-3Adue to obstructions

Grinding/hard drilling @ 10'-11'

Hard drilling from 20.5'-21.5'

Hard drilling from 27.5'-29.5'

Broke keyway @ 1:20 pm at 28.5'

Hit water @ 30'

PID=0.6 ppmSet 4" pvc pipe permanent grout to33' @ 3:42 pm94 lb cement; 150 lb grout; 82 galwater

DS

DS

DS

DS

DS

DS

DS

DS

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

2-3-3(6)

5-8-5(13)

2-15-11(26)

27-50/4"

3-1-4(5)

5-2-1(3)

2-4-6(10)

10-9-11(20)

0

15

1717.417.8

19.5

22

24.5

28

30

33

Blank auger to 15 ft

Greenish brown, brown, red, moist,loose, Clayey SAND with Gravel (SC)(FILL)Brown, grayish brown, red, moist,medium dense, poorly gradedGRAVEL with Silt and Sand, brickdebris (GP-GM) (FILL)Orange brown, moist, stiff, Sandy LeanCLAY (CL) (FILL)Orange brown, moist, stiff, Sandy LeanCLAY (CL) (FILL)Dark brown, black, moist, mediumdense, poorly graded GRAVEL with Siltand Sand, 2 pieces of slag (GP-GM)(FILL)Dark gray, brown, red, moist, verydense, poorly graded GRAVEL withSilt, slag pieces (GP-GM) (FILL)Gray, grayish brown, moist, mediumstiff, Sandy Lean CLAY with Gravel,organics (CL) (FILL)No recovery in S-6 (Possible Graveland Slag) (FILL)Orange brown, red, gray, moist, stiff,Fat CLAY (CH)

15

8

4

1

18

0

18

2

SAMPLER



Depth Water at End Drill 15 ft

Depth Water Encountered 30 ft

Afterhrs.

Logged by A. Patel





Driller P. Doren


Hole Diameter 4 in

Caved Depth ft


SO

ILS

YM

BO

L

Elev.(ft)

175

170

165

160

155

150

145

DEPTH(ft)

5

10

15

20

25

30



N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 1 of 3



BORING LOG

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E.G

PJ

restart on 2-13-19. first sample at33.5'. hit something hard

PID=0.1 ppm

PID=0.1 ppm

PID=0.2 ppmPID=0 ppm

PID=0.1 ppm

PID=0.3 ppm

PID=0.1 ppm

PID=0.1 ppm

PID=1.3 ppm

PID=0.8 ppm

DS

DS

DS

DS

DS

DS

DS

S-9

S-10

S-11

S-12

S-13

S-14

S-15

2-4-5(9)

9-15-16(31)

5-7-19(26)

2-3-5(8)

6-11-25(36)

21-29-50(79)

8-11-13(24)

4-6-8

38

43

49.5

53

58.559

63

66

Tannish brown, moist, very stiff, SandyFat CLAY with Gravel (CH) (continued)

Orange brown, red, gray, moist, stiff,Fat CLAY (CH)

Brown, reddish brown, moist, dense,Clayey SAND (SC)

Gray, moist, medium dense, SiltySAND (SM)

Brown, reddish brown, gray, moist,loose, Clayey SAND (SC)

Dark gray, moist, medium stiff, LeanCLAY with Sand (CL)Gray, moist, dense, Silty Clayey SAND(SC-SM)

Gray, moist, very dense, Silty SAND(SM)

Reddish brown, moist, very stiff, LeanCLAY with Sand (CL)

18

18

18

15

18

18

18

SO

ILS

YM

BO

L

Elev.(ft)

140

135

130

125

120

115

110

105

DEPTH(ft)

40

45

50

55

60

65

70



N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 2 of 3



BORING LOG

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AR

AG

E.G

PJ

PID=0.7 ppm

DS

DS

S-16

S-17

(14)

6-10-12(22)

76

Reddish brown, moist, very stiff, LeanCLAY with Sand (CL) (continued)

Reddish brown, light gray, moist, verystiff, Fat CLAY (CH)


18

18

SO

ILS

YM

BO

L

Elev.(ft)

100

DEPTH(ft)

75

80


N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 3 of 3



BORING LOG

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G G

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E.G

PJ

Hard drilling @ 8.5'-9.5'Refusal at 9.5'

DS

DS

DS

DS

S-1

S-2

S-3

S-4

29-33-47(80)

8-5-5(10)

5-7-6(13)

6-11-50/5"

0

4.5

7

Green, orange, brown, moist, hard, FatCLAY with Gravel, pieces of concretedebris (CL) (FILL)

Black, dark brown, moist, stiff, SiltyCLAY with Sand, brick debris (CL-ML)(FILL)

Dark brown, black, light pink, moist,very dense, Silty Clayey GRAVEL withSand (GC-GM) (FILL)

Refusal at 9.5 feet.Bottom of borehole at 9.5 feet.

10

3

6

12

SAMPLER





Afterhrs.

Logged by A. Patel





Driller P. Doren

Depth of Boring 9.5 ft

Hole Diameter 7 in

Caved Depth 5.9 ft


SO

ILS

YM

BO

L

Elev.(ft)

150

145

DEPTH(ft)

5


N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 1 of 1


Contracted With Jacobs Boring # GB-4Job # 19503-03Project Name St. Elizabeth East Campus - Parking Garage

BORING LOG

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E.G

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Boring offset from GB-4 due toobstructions

Water @ 4' 7:40 am on 2-5-19



Stopped @ 21.5' on 2-5-19 @ 4pmStarted drilling @ 8:18 am on2-5-19 @ 21.5'

Set 4" PVC pipe casing 0-30' on2-5-19 waited 24 hrs for grout tosettle.

Took reading @ 7:23 am on2-7-19; 1.85' stick up

Cleaned out hole 18'-30' and tookfirst sample @ 33.5'-35'

DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

11-9-14(23)

13-3-7(10)

4-2-5(7)

48-5-3(8)

35-35-8(43)

15-17-4(21)

8-5-7(12)

12-6-6(12)

7-8-9(17)

2-2-3(5)

0

3.5

6.5

9.5

12

14.5

17

19.5

26.5

33

Blank auger to 3.5 ft

Black, dark brown, moist, very stiff,Organic SILT with Gravel (OH) (FILL)

Grayish brown, moist, medium dense,poorly graded GRAVEL (GP) (FILL)

Dark brown, black, moist, medium stiff,SILT with Sand and Gravel (ML) (FILL)

Brown, light red, moist, loose, SiltyGRAVEL with Sand (GM) (FILL)

Gray, brown, tan, moist, dense, SiltySAND with Gravel, ironite (SM) (FILL)

Dark brown, light orange, tan, wet,medium dense, Silty GRAVEL withSand (GM) (FILL)

Reddish brown, light gray, moist, stiff,Fat CLAY (CH)

Reddish gray, brown, moist, very stiff,Fat CLAY with Gravel (CH)

Orange, brown, red, gray, moist,medium stiff, Fat CLAY with Sand (CH)

18

3

3

2

12

12

18

12

18

18

SAMPLER




Depth Water Encountered 17 ft

Afterhrs.

Logged by A. Patel





Driller P. Doren


Hole Diameter 4 in

Caved Depth ft


SO

ILS

YM

BO

L

Elev.(ft)

150

145

140

135

130

125

120

DEPTH(ft)

5

10

15

20

25

30



N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 1 of 3



BORING LOG

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E.G

PJ

Attempted Shelby tube from35'-37'. Hole is necking. Used 4"roller bit to clean out hole. Used 4"roller from 35'

Stopped @ 45' on 2-7-19 @ 1:30pmStarted drilling @ 45' on 2-8-19 @8:00 am. Continued with 3" rollerbit

S-18A=12"; S-18B=6"

PT

DS

DS

DS

DS

DS

DS

DS

ST-1

S-11

S-12

S-13

S-14

S-15

S-16

S-17

3-5-6(11)

4-4-6(10)

6-7-12(19)

15-14-23(37)

3-5-8(13)

9-20-26(46)

16-28-25(53)

5-10-31

37

46.5

52.5

57

64

72

Orange, brown, red, gray, moist,medium stiff, Fat CLAY with Sand (CH)(continued)Purplish gray, red, light gray, brown,moist, stiff, Fat CLAY (CH)

Brown, purple, light red, moist, verystiff, Sandy Lean CLAY with someGravel (CL)

Gray, brown, wet, dense, Clayey SANDwith Gravel (SC)

Gray, brown, moist, stiff, Sandy LeanCLAY (CL)

Gray, wet, dense to very dense, SiltySAND with Gravel (SM)

Gray, brown, moist, hard, Sandy LeanCLAY with some Gravel (CL)

18

18

18

18

18

18

18

18

SO

ILS

YM

BO

L

Elev.(ft)

115

110

105

100

95

90

85

DEPTH(ft)

40

45

50

55

60

65

70



N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 2 of 3



BORING LOG

E2C

R-G

EO

1 -

E2R

C.G

DT

- 3

/15/

19 1

2:4

0 -

S:\

LOG

S\2

019

PR

OJE

CT

S\S

T E

LIZ

AB

ET

H E

AS

T C

AM

PU

S P

AR

KIN

G G

AR

AG

E.G

PJ

DSS-18 (41)74.5Gray, brown, wet, dense, poorly graded

SAND with Silt and Gravel (SP-SM)Bottom of borehole at 75.0 feet.

18

SO

ILS

YM

BO

L

Elev.(ft)

DEPTH(ft)

75


N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 3 of 3



BORING LOG

E2C

R-G

EO

1 -

E2R

C.G

DT

- 3

/15/

19 1

2:4

0 -

S:\

LOG

S\2

019

PR

OJE

CT

S\S

T E

LIZ

AB

ET

H E

AS

T C

AM

PU

S P

AR

KIN

G G

AR

AG

E.G

PJ

No recovery in S-2

hard drilling at 3'-3.5'

No recovery in S-5

set 1" piezometer (0'-2' solid pie;2'-12' screen) for extendedgroundwater reading

Groundwater at 11.87' on 2-7-19(48 hrs)

DS

DS

DS

DS

DS

DS

S-1

S-2

S-3

S-4

S-5

S-6

12-20-18-32(38)

7-11-22-50/5"

15-9-7-7(16)

7-4-4-5(8)

2-2-4-2(6)

WOH-3-6-6

0

2

4

6

8

10

Orange brown, red, moist, dense, SiltyClayey GRAVEL with Sand (GC-GM)(FILL)No recovery in S-2 (Possible Gravel)(FILL)Orange brown, moist, red, mediumdense, Silty Clayey SAND with Gravel,2" layer of brick debris (SC-SM) (FILL)Reddish brown, moist, loose, SiltyClayey SAND with Gravel, brick debris(SC-SM) (FILL)No recovery in S-5 (Possible brick,concrete & slag debris) (FILL)Reddish brown, moist, loose, SiltyClayey SAND, 2" piece of slag(SC-SM) (FILL)


12

0

19

20

0

12

SAMPLER





After168hrs. 5.15 ft

Logged by A. Patel





Driller P. Doren


Hole Diameter 7 in

Caved Depth ft


SO

ILS

YM

BO

L

Elev.(ft)

155

150

DEPTH(ft)

5

10


N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 1 of 1


Contracted With Jacobs Boring # IB-1Job # 19503-03Project Name St. Elizabeth East Campus - Parking Garage

BORING LOG

E2C

R-G

EO

1 -

E2R

C.G

DT

- 3

/15/

19 1

2:4

0 -

S:\

LOG

S\2

019

PR

OJE

CT

S\S

T E

LIZ

AB

ET

H E

AS

T C

AM

PU

S P

AR

KIN

G G

AR

AG

E.G

PJ

Grinding from 0'-2'S-1A=12"; S-1B=9"

Gravel at 3.5'-6'

Grinding/hard drilling 6'-10'

Grinding through entire hole

Installed 1" piezometer forextended groundwater reading

DS

DS

DS

DS

DS

DS

S-1

S-2

S-3

S-4

S-5

S-6

2-5-13-18(18)

10-12-37-7(49)

11-11-9-6(20)

8-17-27-12(44)

4-10-13-17(23)

22-6-2-2(8)

0

1

1.8

4

6

8

11

Brown, moist, very stiff, Lean CLAY withSand and Gravel (CL) (FILL)Reddish brown, moist, medium dense,Clayey SAND with Gravel, brick debris(SC) (FILL)Tan, black, moist, dense, Silty ClayeyGRAVEL with Sand (GC-GM) (FILL)Brown, black, moist, medium dense,Silty SAND with Gravel (SM) (FILL)Tan, moist, dense, poorly gradedGRAVEL with Silt and Sand, slagdebris (GP-GM) (FILL)Dark brown, gray, orange, tan, moist,medium dense, poorly gradedGRAVEL with Silt, 2" piece of brickdebris (GP-GM) (FILL)Greenish gray, brown, light orange,moist, loose, Clayey SAND with Gravel(SC) (FILL)


21

12

24

15

15

24

SAMPLER





After144hrs. 9.5 ft

Logged by A. Patel





Driller P. Doren


Hole Diameter 7 in

Caved Depth ft


SO

ILS

YM

BO

L

Elev.(ft)

140

135

DEPTH(ft)

5

10


N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 1 of 1


Contracted With Jacobs Boring # IB-2AJob # 19503-03Project Name St. Elizabeth East Campus - Parking Garage

BORING LOG

E2C

R-G

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1 -

E2R

C.G

DT

- 3

/15/

19 1

2:4

0 -

S:\

LOG

S\2

019

PR

OJE

CT

S\S

T E

LIZ

AB

ET

H E

AS

T C

AM

PU

S P

AR

KIN

G G

AR

AG

E.G

PJ

PID=0 ppm

Retrieved bulk sample @ 0'-5'

PID=0 ppm

Retrieved bulk sample @ 5'-10'

PID=0 ppm

PID=0 ppm

PID=0 ppm

PID=0 ppm

Stopped @ 14' on 2-15-19. Set 4"PVC pipe and grouted for mudrotary drillingStarted drilling @ 7:00 am on2-22-19. Started mud dirlling @12'

PID=0.8 ppm

PID=0.7 ppm

PID=6.2 ppm, slight odor

PID=0.7 ppm

DS

DS

DS

DS

DS

DS

DS

DS

DS

DS

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

2-6-6(12)

3-2-4(6)

1-2-2(4)

2-2-3(5)

9-11-8(19)

19-12-22(34)

5-10-12(22)

5-9-12(21)

4-9-12(21)

6-4-4(8)

0

2

11

19

22.5

32.5

Brown, black, orange, moist, mediumdense, Clayey GRAVEL with Sand(GC) (FILL)Orange, brown, tan, moist, loose,Clayey SAND (SC)

piece of Gravel in S-2

Orange, tan, moist, medium dense todense, Clayey GRAVEL (GC)

2" piece of Gravel in S-7

Red, orange, brown, light purple, moist,very stiff, Lean CLAY (CL)

Gray, brown, moist, medium stiff to stiff,Sandy Lean CLAY with Gravel (CL)

16

14

11

11

14

12

1

18

18

18

SAMPLER





Afterhrs.

Logged by A. Patel





Driller P. Doren


Hole Diameter 7 in

Caved Depth ft


SO

ILS

YM

BO

L

Elev.(ft)

150

145

140

135

130

125

120

DEPTH(ft)

5

10

15

20

25

30



N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 1 of 3


Contracted With Jacobs Boring # J-9AJob # 19503-03Project Name St. Elizabeth East Campus - Parking Garage

BORING LOG

E2C

R-G

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1 -

E2R

C.G

DT

- 3

/15/

19 1

2:4

0 -

S:\

LOG

S\2

019

PR

OJE

CT

S\S

T E

LIZ

AB

ET

H E

AS

T C

AM

PU

S P

AR

KIN

G G

AR

AG

E.G

PJ

Attempted pushing Shelby tube @35'-37' but not successful due toGravel

PID=1.4 ppm

PID=0.3 ppm

PID=0 ppm

PID=0 ppm

PID=0 ppm

PID=0 ppm

PID=0 ppm

PID=0 ppm

DS

DS

DS

DS

DS

DS

DS

S-11

S-12

S-13

S-14

S-15

S-16

S-17

3-4-6(10)

WOH-2-5

4-4-3(7)

4-10-16(26)

15-23-25(48)

28-31-22(53)

26-26-31(57)

13-18-34

42.5

46.5

52.5

56

62

Gray, brown, moist, medium stiff to stiff,Sandy Lean CLAY with Gravel (CL)(continued)

Gray, brown, moist, loose, ClayeySAND with Gravel (SC)

Orange, light gray, brown, wet, loose,Silty SAND with 1" organic layer (SM)

Gray, brown, moist, hard, Silty CLAY(CL-ML)

Orange, brown, light gray, wet, dense,Silty SAND (SM)

Tan, orange, brown, wet, very dense,Silty SAND with Gravel (SM)

18

18

18

18

18

12

18

SO

ILS

YM

BO

L

Elev.(ft)

115

110

105

100

95

90

85

DEPTH(ft)

40

45

50

55

60

65

70



N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 2 of 3



BORING LOG

E2C

R-G

EO

1 -

E2R

C.G

DT

- 3

/15/

19 1

2:4

0 -

S:\

LOG

S\2

019

PR

OJE

CT

S\S

T E

LIZ

AB

ET

H E

AS

T C

AM

PU

S P

AR

KIN

G G

AR

AG

E.G

PJ

PID=0 ppm

DS

DS

S-18

S-19

(52)

6-8-13(21)

76

Tan, orange, brown, wet, very dense,Silty SAND with Gravel (SM)(continued)Red, brown, moist, very stiff, Fat CLAY(CH)


18

18

SO

ILS

YM

BO

L

Elev.(ft)

75

DEPTH(ft)

75

80


N-V

alue

/R

QD

(%

)

ST

RA

TA

DE

PT


Density, Structure

Rec.(in)

Page 3 of 3



BORING LOG

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R-G

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/15/

19 1

2:4

0 -

S:\

LOG

S\2

019

PR

OJE

CT

S\S

T E

LIZ

AB

ET

H E

AS

T C

AM

PU

S P

AR

KIN

G G

AR

AG

E.G

PJ

APPENDIX C:

LABORATORY TEST RESULTS

of 5

MoistureContent Gravel Sand Fines MDD OMC c ∅ Pc Cr

(%) (%) (%) (%) (pcf) (%) psf ( ° ) tsfS-1 0.0 - 1.5 SPTS-2 2.5 - 4.0 SPTS-3 5.0 - 6.5 SPTS-4 7.5 - 9.0 SPTS-5 10.0 - 11.5 SPTS-6 12.5 - 14.0 SPT 10.5S-7 15.0 - 16.5 SPTS-8 17.5 - 19.0 SPT CL A-7-6 19.1 48 18 30 0.0 9.1 90.9S-9 20.0 - 21.5 SPT

S-10 23.5 - 25.0 SPTS-11 28.5 - 30.0 SPTST-1 30.0 - 32.0 Tube CH 22.2 58 16 42 0.3 15.8 83.9 1,400 0.0 1.875 0.085S-12 32.0 - 33.5 SPTS-13 38.5 - 40.0 SPT CL A-7-6 19.7 44 18 26 0.0 5.7 94.3

S-14A 43.5 - 45.0 SPTS-14B 43.5 - 45.0 SPT 14.5S-15 48.5 - 50.0 SPTS-16 53.5 - 55.0 SPT SM A-1-b 16.8 NP NP NP 0.0 85.3 14.7S-17 58.5 - 60.0 SPTS-18 63.5 - 65.0 SPT 19.3S-19 68.5 - 70.0 SPTS-20 73.5 - 75.0 SPT

GB-1A

SUMMARY OF LABORATORY TEST RESULTS

CLASSIFICATION

ST. ELIZABETH EAST CAMPUS PARKING GARAGEE2CR Project No. 19503-03

TABLE C-1

GRAIN SIZE DIST. MOD. PROCTOR SHEAR STR. CONSOLBoring

No. No. Type

ATTERBERGDepth(feet)

LL

SAMPLE

USCS AASHTO PL PI

of 5


(%) (%) (%) (%) (pcf) (%) psf ( ° ) tsf


CLASSIFICATION


TABLE C-1


No. No. Type


LL

SAMPLE

USCS AASHTO PL PI

S-1 0.0 - 1.5 SPTS-2 2.5 - 4.0 SPT 10.9S-3 5.0 - 6.5 SPTS-4 7.5 - 9.0 SPT SC A-2-4 12.4 26 18 8 30.2 44.2 25.6S-5 10.0 - 11.5 SPTS-6 12.5 - 14.0 SPTS-7 15.0 - 16.5 SPTS-8 18.5 - 20.0 SPTS-9 23.5 - 25.0 SPT CH A-7-6 22.5 53 23 30 0.0 4.6 95.4

S-10 28.5 - 30.0 SPTBulk-1 5.0 - 10.0 Bulk SC A-2-6 11.8 33 19 14 8.6 56.4 35.0 130.5 7.7

S-1 15.0 - 16.5 SPTS-2 17.5 - 19.0 SPTS-3 20.0 - 21.5 SPTS-4 22.5 - 24.0 SPTS-5 25.0 - 26.5 SPTS-6 28.5 - 30.0 SPTS-7 30.0 - 31.5 SPTS-8 33.5 - 35.0 SPT 46.8S-9 38.5 - 40.0 SPT

S-10 43.5 - 45.0 SPT SC 19.2 58 23 35 48.8S-11 48.5 - 50.0 SPT

GB-2A

GB-3B

of 5


(%) (%) (%) (%) (pcf) (%) psf ( ° ) tsf


CLASSIFICATION


TABLE C-1


No. No. Type


LL

SAMPLE

USCS AASHTO PL PI

S-12 53.5 - 55.0 SPT SC A-7-6 22.9 55 21 34 5.7 54.1 40.2S-13 58.5 - 60.0 SPTS-14 63.5 - 65.0 SPTS-15 68.5 - 70.0 SPT CL A-7-6 17.0 42 17 25 0.0 21.9 78.1S-16 73.5 - 75.0 SPTS-17 78.5 - 80.0 SPTS-1 3.5 - 5.0 TubeS-2 7.5 - 9.0 TubeS-3 10.0 - 11.5 SPTS-4 12.5 - 14.0 Grab 4.8S-5 15.0 - 16.5 GrabS-6 17.5 - 19.0 SPT GM A-1-b 13.4 26 23 3 48.4 37.4 14.2S-7 20.0 - 21.5 SPTS-8 23.5 - 25.0 SPT CH A-7-6 22.4 65 23 42 0.0 5.4 94.6S-9 28.5 - 30.0 SPT

ST-1 35.0 - 37.0 Tube CH 61.8 56 18 38 1.9 15.3 82.9 1,200 0.0S-10 35.0 - 37.0 SPTS-11 38.5 - 40.0 SPTS-12 43.5 - 45.0 SPTS-13 48.5 - 50.0 SPT CL 21.5 43 18 25 65.4S-14 53.5 - 55.0 SPTS-15 58.5 - 60.0 SPT CL 18.6 32 16 16 59.8

GB-3B

GB-4A

of 5


(%) (%) (%) (%) (pcf) (%) psf ( ° ) tsf


CLASSIFICATION


TABLE C-1


No. No. Type


LL

SAMPLE

USCS AASHTO PL PI

S-16 63.5 - 65.0 SPTS-17 68.5 - 70.0 SPT

S-18A 73.5 - 75.0 SPTS-18B 73.5 - 75.0 SPT

S-1 0.0 - 1.5 SPTS-2 2.5 - 4.0 SPTS-3 5.0 - 6.5 SPTS-4 7.5 - 9.0 SPTS-5 10.0 - 11.5 SPTS-6 12.5 - 14.0 SPTS-7 18.5 - 20.0 SPTS-8 23.5 - 25.0 SPTS-9 28.5 - 30.0 SPT

S-10 33.5 - 35.0 SPTS-11 38.5 - 40.0 SPTS-12 43.5 - 45.0 SPTS-13 48.5 - 50.0 SPTS-14 53.5 - 55.0 SPTS-15 58.5 - 60.0 SPTS-16 63.5 - 65.0 SPTS-17 68.5 - 70.0 SPTS-18 73.5 - 75.0 SPT

GB-4A

JB-9A

of 5


(%) (%) (%) (%) (pcf) (%) psf ( ° ) tsf


CLASSIFICATION


TABLE C-1


No. No. Type


LL

SAMPLE

USCS AASHTO PL PI

S-19 78.5 - 80.0 SPTBulk-1 0.0 - 5.0 BulkBulk-2 5.0 - 10.0 Bulk SC A-6 14.7 28 15 13 6.3 46.1 47.6 131.3 9.1

S-1 0.0 - 2.0 SPTS-2 2.0 - 4.0 SPTS-3 4.0 - 6.0 SPT SC-SM A-2-4 10.4 21 15 6 21.5 45.8 32.7S-4 6.0 - 8.0 SPT SC-SM A-1-b 14.4 25 20 5 40.7 41.7 17.6S-5 8.0 - 10.0 SPTS-6 10.0 - 12.0 SPT

IB-1A S-1 4.0 - 4.5 Grab CL A-4 21.2 24 14 10 0.0 32.2 67.8S-1 0.0 - 2.0 SPTS-2 2.0 - 4.0 SPTS-3 4.0 - 6.0 SPT SM A-1-b 8.5 NP NP NP 36.4 49.2 14.4S-4 6.0 - 8.0 SPT GP-GM A-1-a 7.7 NP NP NP 50.8 43.1 6.1S-5 8.0 - 10.0 SPTS-6 10.0 - 12.0 SPT

IB-2B S-1 5.0 - 5.5 Grab SC A-2-4 21.2 30 20 10 14.8 54.0 31.2

JB-9A

IB-1

IB-2A

LIQUID AND PLASTIC LIMITS TEST REPORTP

LA

ST

ICIT

Y I

ND

EX

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o

r O

L

CH o

r OH

ML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

E2CR, Inc.

Baltimore, MD Figure

Source of Sample: IB-1 Depth: 4.0'-6.0' Sample Number: S-3

Source of Sample: IB-1 Depth: 6.0'-8.0' Sample Number: S-4

Orange brown, Red, Silty Clayey SAND with Gravel 21 15 6 57.8 32.7 SC-SM

Reddish brown, SIlty Clayey SAND with Gravel 25 20 5 37.7 17.6 SC-SM

19503-03 Jacobs

St. Elizabeth East Campus Parking Garage

E2CR, Inc.

Baltimore, MD

3/6/19

(no specification provided)

PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Orange brown, Red, Silty Clayey SAND with Gravel32

1.51

3/43/8#4#10#20#40#60

#140#200

0.0322 mm.0.0208 mm.0.0123 mm.0.0088 mm.0.0064 mm.0.0032 mm.0.0013 mm.

100.0100.0100.0100.0

87.084.278.573.267.957.846.435.932.727.525.222.020.217.414.211.5

15 21 6

20.3674 10.9502 0.47520.2980 0.0517 0.0040

SC-SM A-2-4(0)

Natural Moisture: 10.4%

Jacobs


19503-03

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: IB-1 Depth: 4.0'-6.0'Sample Number: S-3 Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 13.0 8.5 5.3 15.4 25.1 16.8 15.9

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00

Particle Size Distribution Report

E2CR, Inc.

Baltimore, MD

3/6/19


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Reddish brown, SIlty Clayey SAND with Gravel32

1.51

3/43/8#4#10#20#40#60

#140#200

0.0349 mm.0.0224 mm.0.0131 mm.0.0093 mm.0.0066 mm.0.0033 mm.0.0014 mm.

100.0100.0100.0

89.277.865.759.353.247.637.727.419.417.616.614.813.412.110.8

8.57.2

20 25 5

25.9130 22.8978 5.14951.1360 0.2895 0.02360.0054 961.23 3.04

SC-SM A-1-b


Jacobs


19503-03

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: IB-1 Depth: 6.0'-8.0'Sample Number: S-4 Date:

Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 22.2 18.5 6.1 15.5 20.1 7.8 9.8

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


USDA Soil Classification

siltloam

sand

siltyclay loam

loam

clay loam

sandy loam

siltyclay

sandyclay loam

loamy sand

clay

silt

sandyclay

0 100

0

10 90

10

20 80

20

30 70

30

40 60

40

50 50

50

60 40

60

70 30

70

80 20

80

90 10

90

100 0

100

Percent Sand

Perc

ent C

lay

Perc

ent S

ilt

SOIL DATA

SourceSample Depth

ClassificationNo.

Percentages From Material Passing a #10 Sieve

Sand Silt Clay

E2CR, Inc.

Baltimore, MD

Client:

Project:

Project No.: Figure

Jacobs


19503-03

IB-1 S-3 4.0'-6.0' 58.9 23.6 17.5 Sandy loam

IB-1 S-4 6.0'-8.0' 68.0 17.7 14.3 Sandy loam


LA

ST

ICIT

Y I

ND

EX

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o

r O

L

CH o

r OH

ML or OL MH or OH



4

7



Project:

E2CR, Inc.


Source of Sample: IB-1A Depth: 4.0' Sample Number: Infiltration

Orange brown, Tan brown, Sandy Lean CLAY 24 14 10 96.8 67.8 CL

19503-03 Jacobs


E2CR, Inc.

Baltimore, MD

3/6/19


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Orange brown, Tan brown, Sandy Lean CLAY32

1.51

3/43/8#4#10#20#40#60

#140#200

0.0256 mm.0.0171 mm.0.0104 mm.0.0076 mm.0.0055 mm.0.0028 mm.0.0012 mm.

100.0100.0100.0100.0100.0100.0100.0

99.798.796.889.974.367.853.848.944.440.936.930.424.4

14 24 10

0.2519 0.1881 0.04290.0189 0.0027

CL A-4(4)


Jacobs


19503-03

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: IB-1A Depth: 4.0'Sample Number: Infiltration Date:

Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.3 2.9 29.0 32.1 35.7

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



siltloam

sand

siltyclay loam

loam

clay loam

sandy loam

siltyclay

sandyclay loam

loamy sand

clay

silt

sandyclay

0 100

0

10 90

10

20 80

20

30 70

30

40 60

40

50 50

50

60 40

60

70 30

70

80 20

80

90 10

90

100 0

100

Percent Sand

Perc

ent C

lay

Perc

ent S

ilt

SOIL DATA

SourceSample Depth

ClassificationNo.


Sand Silt Clay

E2CR, Inc.

Baltimore, MD

Client:

Project:

Project No.: Figure

Jacobs


19503-03

IB-1A Infiltration 4.0' 37.1 35.1 27.8 Clay loam


LA

ST

ICIT

Y I

ND

EX

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o

r O

L

CH o

r OH

ML or OL MH or OH



4

7



Project:

E2CR, Inc.


Source of Sample: IB-2A Depth: 4.0'-6.0' Sample Number: S-3

Source of Sample: IB-2A Depth: 6.0'-8.0' Sample Number: S-4

Tan, Black, Silty SAND with Gravel NV NP NP 31.8 14.4 SM

Brown, Black, Poorly Graded GRAVEL with Silt andSand

NV NP NP 19.4 6.1 GP-GM

19503-03 Jacobs


E2CR, Inc.

Baltimore, MD

3/6/19


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Tan, Black, Silty SAND with Gravel32

1.51

3/43/8#4#10#20#40#60

#140#200

0.0356 mm.0.0226 mm.0.0132 mm.0.0095 mm.0.0067 mm.0.0033 mm.0.0014 mm.

100.0100.0100.0100.0

96.480.963.650.441.931.823.416.114.414.013.111.4

9.68.36.65.3

NP NP NP

13.8313 11.1963 3.95321.9196 0.3823 0.08680.0102 387.96 3.63

SM A-1-b


Jacobs


19503-03

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: IB-2A Depth: 4.0'-6.0'Sample Number: S-3 Date:

Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 3.6 32.8 13.2 18.6 17.4 6.9 7.5

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


E2CR, Inc.

Baltimore, MD

3/6/19


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown, Black, Poorly Graded GRAVEL with Silt and Sand32

1.51

3/43/8#4#10#20#40#60

#140#200

0.0370 mm.0.0235 mm.0.0137 mm.0.0097 mm.0.0069 mm.0.0034 mm.0.0014 mm.

100.0100.0100.0100.0

82.462.949.236.327.419.413.5

7.56.16.65.84.74.43.62.92.6

NP NP NP

21.3266 19.8214 8.08484.9578 1.0946 0.29030.1625 49.76 0.91

GP-GM A-1-a


Jacobs


19503-03

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: IB-2A Depth: 6.0'-8.0'Sample Number: S-4 Date:

Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 17.6 33.2 12.9 16.9 13.3 2.9 3.2

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



siltloam

sand

siltyclay loam

loam

clay loam

sandy loam

siltyclay

sandyclay loam

loamy sand

clay

silt

sandyclay

0 100

0

10 90

10

20 80

20

30 70

30

40 60

40

50 50

50

60 40

60

70 30

70

80 20

80

90 10

90

100 0

100

Percent Sand

Perc

ent C

lay

Perc

ent S

ilt

SOIL DATA

SourceSample Depth

ClassificationNo.


Sand Silt Clay

E2CR, Inc.

Baltimore, MD

Client:

Project:

Project No.: Figure

Jacobs


19503-03

IB-2A S-3 4.0'-6.0' 71.8 16.9 11.3 Sandy loam

IB-2A S-4 6.0'-8.0' 82.6 9.9 7.4 Loamy sand

IB-2A


LA

ST

ICIT

Y I

ND

EX

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL o

r O

L

CH o

r OH

ML or OL MH or OH



4

7



Project:

E2CR, Inc.


Source of Sample: IB-2B Depth: 5.0' Sample Number: Infiltration

Brown, Gray brown, Clayey SAND 30 20 10 58.1 31.2 SC

19503-03 Jacobs


E2CR, Inc.

Baltimore, MD

3/6/19


PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Brown, Gray brown, Clayey SAND32

1.51

3/43/8#4#10#20#40#60

#140#200

0.0312 mm.0.0201 mm.0.0119 mm.0.0087 mm.0.0062 mm.0.0031 mm.0.0013 mm.

100.0100.0100.0100.0100.0

94.985.276.168.858.147.334.631.226.124.221.518.816.913.010.0

20 30 10

6.6557 4.6896 0.46950.2865 0.0637 0.00440.0014 346.06 6.37

SC A-2-4(0)


Jacobs


19503-03

Soil Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: IB-2B Depth: 5.0'Sample Number: Infiltration Date:

Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 14.8 9.1 18.0 26.9 15.5 15.7

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



siltloam

sand

siltyclay loam

loam

clay loam

sandy loam

siltyclay

sandyclay loam

loamy sand

clay

silt

sandyclay

0 100

0

10 90

10

20 80

20

30 70

30

40 60

40

50 50

50

60 40

60

70 30

70

80 20

80

90 10

90

100 0

100

Percent Sand

Perc

ent C

lay

Perc

ent S

ilt

SOIL DATA

SourceSample Depth

ClassificationNo.


Sand Silt Clay

E2CR, Inc.

Baltimore, MD

Client:

Project:

Project No.: Figure

Jacobs


19503-03

IB-2B Infiltration 5.0' 62.2 23.1 14.7 Sandy loam

3/8 #60 #100

ASTM D-4318

ATTERBERG LIMITS CLASSIFICATION

Plastic Limit 18 USCS CL

Plasticity Index 30

SOIL DESCRIPTION

Grayish-brown lean CLAY

03/06/19 TESTED BY: ST/JT REVIEWED BY: AO PAGE 2 OF 14

Moisture Content 19.1 Organic Content -

pH - Other -

Liquid Limit 48 AASHTO A-7-6

- 9.1 - - - 0.9 8.2 - -

% GRAVEL % SAND Coarse Gravel Fine Gravel Coarse Sand Medium Sand Fine Sand CC CU

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - - - - 100.0 99.1 98.2 96.6 90.9

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

GRAIN SIZE (mm) ASTM D-422

Diameter U.S. Standard Sieve Hydrometer

GRAVEL SAND SILT OR CLAY

3 3/4 #4 #10 #40 #200

ST. ELIZABETH EAST CAMPUS - PARKING GARAGE

Boring: GB-1A Project No.: 19503-03 JAY KAY TESTING, INC.

Sample: S-8 Sample Date: - 5233 Lehman Road, Suite 110

Spring Grove, PA 17362

Phone: (814) 404-9283Depth: 17.5-19' Location: -

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

3/8 #60 #100

ASTM D-4318



Plasticity Index 26

SOIL DESCRIPTION

Dark red lean CLAY



pH - Other -


- 5.7 - - 0.1 1.4 4.2 - -


Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - - - 100.0 99.9 98.5 98.0 96.8 94.3

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074




3 3/4 #4 #10 #40 #200






0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

3/8 #60 #100

ASTM D-4318


Plastic Limit NP USCS SM

Plasticity Index NP

SOIL DESCRIPTION

Gray silty SAND



pH - Other -

Liquid Limit NP AASHTO A-1-b

- 85.3 - - 1.9 61.8 21.6 - -


Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - - - 100.0 98.1 36.3 24.7 18.9 14.7

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074




3 3/4 #4 #10 #40 #200






0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

3/8 #60 #100

ASTM D-4318


Plastic Limit 18 USCS SC

Plasticity Index 8

SOIL DESCRIPTION

Brown clayey SAND with gravel



pH - Other -


30.2 44.2 7.0 23.2 10.8 17.5 15.9 - -


Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - 100.0 93.0 93.0 89.9 83.1 69.8 59.0 41.5 34.5 29.4 25.6

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074




3 3/4 #4 #10 #40 #200






0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

3/8 #60 #100

ASTM D-4318


Plastic Limit 23 USCS CH

Plasticity Index 30

SOIL DESCRIPTION

Light brown fat CLAY



pH - Other -


- 4.6 - - 0.3 1.5 2.8 - -


Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - - - 100.0 99.7 98.2 97.3 96.4 95.4

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074




3 3/4 #4 #10 #40 #200






0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

3/8 #60 #100

ASTM D-4318



Plasticity Index 14

SOIL DESCRIPTION

Dark brown clayey SAND


pH - Other -



8.6 56.4 0.3 8.3 15.0 16.9 24.5 - -





3 3/4 #4 #10 #40 #200



GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074

Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4

Sample: Bulk-1 Sample Date: - 5233 Lehman Road, Suite 110


Phone: (814) 404-9283Depth: 5-10' Location: -

#10 #40 #60 #100 # 200

% Passing - - - 100.0 99.7 98.9 97.8 91.4 76.4 59.5 48.9 41.2 35.0

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

3/8 #60 #100

ASTM D-4318



Plasticity Index 34

SOIL DESCRIPTION

Brown clayey SAND



pH - Other -


5.7 54.1 - 5.7 10.0 34.0 10.1 - -


Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - 100.0 96.5 94.3 84.3 50.3 44.9 42.6 40.2

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074




3 3/4 #4 #10 #40 #200





Boring: GB-3B Project No.: 19503-03 JAY KAY TESTING, INC.

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

3/8 #60 #100

ASTM D-4318



Plasticity Index 25

SOIL DESCRIPTION

Purple lean CLAY with sand



pH - Other -


- 21.9 - - 0.1 1.7 20.1 - -


Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - - - 100.0 99.9 98.2 93.6 87.8 78.1

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074




3 3/4 #4 #10 #40 #200





Boring: GB-3B Project No.: 19503-03 JAY KAY TESTING, INC.

0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

3/8 #60 #100

ASTM D-4318


Plastic Limit 23 USCS GM

Plasticity Index 3

SOIL DESCRIPTION

Dark brown silty GRAVEL with sand



pH - Other -

Liquid Limit 26 AASHTO A-1-b

48.4 37.4 21.5 26.9 7.3 12.9 17.2 - -


Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - 100.0 78.5 68.1 62.4 51.6 44.3 31.4 22.4 17.8 14.2

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074




3 3/4 #4 #10 #40 #200






0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

3/8 #60 #100

ASTM D-4318


Plastic Limit 23 USCS CH

Plasticity Index 42

SOIL DESCRIPTION

Grayish-brown fat CLAY



pH - Other -


- 5.4 - - - 0.6 4.8 - -


Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - - - - - - 100.0 99.4 98.4 97.3 94.6

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074




3 3/4 #4 #10 #40 #200






0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

3/8 #60 #100

ASTM D-4318



Plasticity Index 13

SOIL DESCRIPTION

Dark brown clayey SAND


pH - Other -

Liquid Limit 28 AASHTO A-6

6.3 46.1 0.3 6.0 3.8 11.0 31.3 - -


Sieve Size 3" 2" 1.5" 1" 3/4" 1/2" 3/8" #4 #10 #40 #60 #100 # 200

% Passing - - - 100.0 99.7 98.8 97.2 93.7 89.9 78.9 69.0 58.0 47.6

GRAIN SIZE ANALYSIS

Diameter 75.0 50.8 37.5 25.4 19.0 12.7 9.51 4.75 2.0 0.42 0.25 0.147 0.074


#10 #40 #200



SILT OR CLAY

3 3/4 #4


GRAVEL SAND

Boring: JB-9A Project No.: 19503-03 JAY KAY TESTING, INC.




0

10

20

30

40

50

60

70

80

90

1000

10

20

30

40

50

60

70

80

90

100

0.0010.010.1110100

PER

CEN

T FI

NER

PER

CEN

T CO

AR

SER

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120 140

11.8 33 19 14 SC A-2-6 35.0 Dark brown clayey SAND


MC LL PL PI USCS AASHTO FINES SOIL DESCRIPTION

PCF %

MODIFIED PROCTOR TEST RESULTS MAXIMUM DRY UNIT WEIGHT OPTIMUM MOISTURE CONTENT

TEST METHOD: ASTM D-1557 (B) 130.5 7.7






114

115

116

117

118

119

120

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

DR

Y U

NIT

WEIG

HT

(P

CF)

MOISTURE CONTENT (%)

SOIL DESCRIPTION

14.7 28 15 13 SC A-6 47.6 Dark brown clayey SAND

MC LL PL PI USCS AASHTO FINES

TEST METHOD: ASTM D-1557 (B) 131.3 9.1

PCF %

MODIFIED PROCTOR TEST RESULTS MAXIMUM DRY UNIT WEIGHT OPTIMUM MOISTURE CONTENT






Boring: JB-9A Project No.: 19503-03 JAY KAY TESTING, INC.

111

112

113

114

115

116

117

118

119

120

121

122

123

124

125

126

127

128

129

130

131

132

133

134

135

136

137

138

2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

DR

Y U

NIT

WEIG

HT

(P

CF)

MOISTURE CONTENT (%)

0

10

20

30

40

50

60

0 20 40 60 80 100

ML

CL

MH

CH

Specimen Identification

CL-ML

PLASTICITY

INDEX

LIQUID LIMIT

ATTERBERG LIMITS' RESULTS

84

83

Mottled Reddish Brown and Pink FAT CLAY with SAND(CH)

Reddish Brown FAT CLAY with SAND(CH)

Fines ClassificationLL PIPL

16

18

TEST METHOD ASTM D4318

GB-1A, T-1 @ 30.0' - 32.0',

GB-4A, T-1 @ 35.0' - 37.0',

58

56

42

38

CLIENT E2CR PROJECT NAME St. Elizabeth East Campus - Parking Garage

PROJECT LOCATION PROJECT NUMBER 17231-0

AT

TE

RB

ER

G L

IMIT

S 1

7231

-0 S

T E

LIZ

AB

ET

HS

.GP

J R

OB

ER

T B

BA

LTE

R.G

DT

3/6

/19

The Robert B. Balter CompanyGeotechnical and Environmental EngineersMaterials and Construction Inspection and TestingTelephone No. (410) 363-1555www.balterco.com

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PLLL

42

38

16

18

GB-1A, T-1 @ 30.0' - 32.0',

GB-4A, T-1 @ 35.0' - 37.0',

%Clay%Silt%Sand%GravelD10D30

1 2006 10 501.5 8 14

GRAIN SIZE DISTRIBUTION

COBBLESGRAVEL

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

3 10024 16 30

SAND

GRAIN SIZE IN MILLIMETERS

coarse

D100 D6083.9

82.9

fine coarseSILT OR CLAY

finemedium

1403 4 20 406 60

Classification Cu

9.5

12.5

0.3

1.9

15.8

15.3

CcPI

1/2

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

58

56



3/4 3/8

GB-1A, T-1 @ 30.0' - 32.0',

GB-4A, T-1 @ 35.0' - 37.0',

Mottled Reddish Brown and Pink FAT CLAY with SAND(CH)

Reddish Brown FAT CLAY with SAND(CH)

TEST METHOD ASTM D422

CLIENT E2CR PROJECT NAME St. Elizabeth East Campus - Parking Garage

PROJECT LOCATION PROJECT NUMBER 17231-0

GR

AIN

SIZ

E 1

7231

-0 S

T E

LIZ

AB

ET

HS

.GP

J R

OB

ER

T B

BA

LTE

R.G

DT

3/6

/19

The Robert B. Balter CompanyGeotechnical and Environmental EngineersMaterials and Construction Inspection and TestingTelephone No. (410) 363-1555www.balterco.com

Tested By: JT Checked By: JMB

TRIAXIAL SHEAR TEST REPORT

The Robert B. Balter Company

Client: E2CR

Project: St. Elizabeth East Campus - Parking Garage

Source of Sample: GB-4A Depth: 36' - 36.5'

Sample Number: ST-1

Proj. No.: 17231-0 Date Sampled: 2/28/19

Type of Test:

Unconsolidated Undrained

Sample Type: Undisturbed

Description: Reddish Brown Fat CLAY with Sand

(CH)

LL= 56 PI= 38PL= 18

Specific Gravity= 2.8

Remarks:

Figure

Sample No.

Water Content, %Dry Density, pcfSaturation, %Void RatioDiameter, in.Height, in.


Strain rate, in./min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi

s1 Failure, psi

s3 Failure, psi

Initi

al

At T

est

1

22.1107.3

98.20.6296

2.875.71

22.5107.3100.0

0.62962.875.71

0.057

0.0

20.0

17.2

20.0

37.2

De

via

tor

Str

ess

, p

si

0

5

10

15

20

25

30

Axial Strain, %

0 5 10 15 20

1

Sh

ea

r S

tre

ss, p

si

0

7

14

21

Normal Stress, psi

0 7 14 21 28 35 42

C, psi

f, deg

Tan(f)

Results

8.62

0

0


Client: E2CR


Source of Sample: GB-4A Depth: 36' - 36.5' Sample Number: ST-1

Project No.: 17231-0 Figure THE ROBERT B. BALTER COMPANY

q, p

si

0

5

10

15

p, psi

0 5 10 15 20 25 30

Peak Strength

Total

a=

a=

tan a=

8.62 psi

0.0 deg

0.00

De

via

tor

Str

ess

psi

0

4

8

12

16

20

0% 8% 16%

1

De

via

tor

Str

ess

psi

0

4

8

12

16

20

0% 8% 16%

3

De

via

tor

Str

ess

psi

0

4

8

12

16

20

0% 8% 16%

2

De

via

tor

Str

ess

psi

0

4

8

12

16

20

0% 8% 16%

4


TRIAXIAL SHEAR TEST REPORT

The Robert B. Balter Company

Client: E2CR


Source of Sample: GB-1A Depth: 30' - 32'

Sample Number: ST-1

Proj. No.: 17231-0 Date Sampled: 2/28/19

Type of Test:

Unconsolidated Undrained

Sample Type: Undisturbed

Description: Mottled Reddish Brown and Pink Fat

CLAY with Sand (CH)

LL= 58 PI= 42PL= 16

Specific Gravity= 2.8

Remarks:

Figure

Sample No.



Strain rate, in./min.

Back Pressure, psi

Cell Pressure, psi

Fail. Stress, psi

Ult. Stress, psi

s1 Failure, psi

s3 Failure, psi

Initi

al

At T

est

1

18.8111.8

93.60.5632

2.875.62

20.1111.8100.0

0.56322.875.62

0.056

0.0

15.0

20.5

15.0

35.5

2

18.9116.7106.1

0.49752.875.58

17.8116.7100.0

0.49752.875.58

0.056

0.0

20.0

20.7

20.0

40.7

3

18.3110.8

88.80.5782

2.875.89

20.6110.8100.0

0.57822.875.89

0.059

0.0

30.0

17.8

30.0

47.8

De

via

tor

Str

ess

, p

si

0

5

10

15

20

25

30

Axial Strain, %

0 5 10 15 20

12

3

Sh

ea

r S

tre

ss, p

si

0

8

16

24

Normal Stress, psi

0 8 16 24 32 40 48

C, psi

f, deg

Tan(f)

Results

9.84

0

0


Client: E2CR


Source of Sample: GB-1A Depth: 30' - 32' Sample Number: ST-1

Project No.: 17231-0 Figure THE ROBERT B. BALTER COMPANY

q, p

si

0

8

16

24

p, psi

0 8 16 24 32 40 48

Peak Strength

Total

a=

a=

tan a=

9.84 psi

0.0 deg

0.00

De

via

tor

Str

ess

psi

0

5

10

15

20

25

0% 8% 16%

1

De

via

tor

Str

ess

psi

0

5

10

15

20

25

0% 8% 16%

3

De

via

tor

Str

ess

psi

0

5

10

15

20

25

0% 8% 16%

2

De

via

tor

Str

ess

psi

0

5

10

15

20

25

0% 8% 16%

4

APPENDIX D:

FIELD INFILTRATION TEST RESULTS

Location:

Site:

St Eliz DC1

IB1B

Time interval between readings: 1 minute

Steady Flow Rate achieved when WaterConsumption Rate changes less than

+/- 15 % for 3 consecutive readings

Steady Flow Rate:

Percolation Rate:

1.048 ml/min

77.366 min/cm

Ksat: 0.08 Inches / hour

1.048 ml/minTemp. Adj. FR:

Hole Diameter4 inches

32 º F Water Temperature

62.7 inches Hole Depth

3 inches Water Height in Hole

120 inches Water Table Depth

Notes:

North

East

0

0

0

0

0

0Longitude:

MinutesDegrees

Latitude:

Seconds

Ksat Method: Earth Manual

Soil Texture-Structure Category:

Site GPS Position

Steady Flow Rate Condition

Water Consumption Rate

Total Water Consumed

WaterConsumption

Rate

Total WaterConsumed

Elapsed TimeInterval

TimeReservoir Water

LevelInterval Water

ConsumedIgnore

Reading

1:34:35 PM -51.8 ml

1:35:35 PM -1062.8 ml 1 minute 1011.0 ml 1011.0 ml 1011.000 ml/min

















1:52:37 PM -2069.4 ml 1 minute Yes




1:56:38 PM -2074.2 ml 1 minute Yes


1:58:38 PM -2077.6 ml 1 minute Yes


2:00:38 PM -2075.0 ml 1 minute Yes

2:01:38 PM -2075.0 ml 1 minute Yes



2:04:39 PM -2085.0 ml 1 minute 1.0 ml 2040.6 ml .984 ml/min



2:07:39 PM -2089.0 ml 1 minute Yes

2:08:39 PM -2089.0 ml 1 minute Yes


2:10:39 PM -2092.6 ml 1 minute Yes

2:11:39 PM -2093.2 ml 1 minute Yes

2:12:40 PM -2092.2 ml 1 minute Yes



2:15:40 PM -2097.4 ml 1 minute Yes

2:16:40 PM -2097.2 ml 1 minute Yes

2:17:40 PM -2100.6 ml 1 minute Yes

2:18:41 PM -2098.0 ml 1 minute Yes

2:19:41 PM -2099.0 ml 1 minute Yes

2:20:41 PM -2103.2 ml 1 minute Yes

2:21:41 PM -2098.6 ml 1 minute Yes


2:23:41 PM -2100.0 ml 1 minute Yes

2:24:41 PM -2099.8 ml 1 minute Yes

2:25:41 PM -2100.0 ml 1 minute Yes

2:26:42 PM -2104.0 ml 1 minute Yes

2:27:42 PM -2103.2 ml 1 minute Yes

2:28:42 PM -2102.2 ml 1 minute Yes

2:29:42 PM -2103.0 ml 1 minute Yes

2:30:42 PM -2103.2 ml 1 minute Yes

2:31:43 PM -2103.0 ml 1 minute Yes

2:32:43 PM -2102.6 ml 1 minute -.4 ml 2053.6 ml -.400 ml/min

Location:

Site:

St Eliz DC

IB2B

Time interval between readings: 1 minute

Steady Flow Rate achieved when WaterConsumption Rate changes less than

+/- 15 % for 3 consecutive readings

Steady Flow Rate:

Percolation Rate:

5.143 ml/min

15.733 min/cm

Ksat: 0.21 Inches / hour

5.153 ml/minTemp. Adj. FR:

Hole Diameter4 inches

70 º F Water Temperature

76.7 inches Hole Depth

3 inches Water Height in Hole

120 inches Water Table Depth

Notes:

North

East

0

0

0

0

0

0Longitude:

MinutesDegrees

Latitude:

Seconds

Ksat Method: Earth Manual

Soil Texture-Structure Category:

Site GPS Position

Steady Flow Rate Condition

Water Consumption Rate

Total Water Consumed

WaterConsumption

Rate

Total WaterConsumed

Elapsed TimeInterval

TimeReservoir Water

LevelInterval Water

ConsumedIgnore

Reading

11:27:08 AM .0 ml

11:28:09 AM -1228.0 ml 1 minute 1228.0 ml 1228.0 ml 1207.869 ml/min

11:29:08 AM -2006.8 ml 59 seconds 778.8 ml 2006.8 ml 792.000 ml/min



















11:48:11 AM -2360.0 ml 1 minute .8 ml 2360.0 ml .800 ml/min







































12:27:17 PM -2566.6 ml 1 minute Yes



12:30:17 PM -2583.0 ml 1 minute Yes


12:32:17 PM -2593.4 ml 1 minute Yes


12:34:17 PM -2595.4 ml 59 seconds -3.2 ml 2579.8 ml -3.254 ml/min

APPENDIX E:

WASTE CHARACTERIZATION SAMPLING REPORT

1500 Caton Center Dr Suite G

Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153

E2CR, Inc.

RE: ST. ELIZABETH EAST

Baltimore, MD 21227

1405-A Parker Road

Siva Balu

Rabecka Koons

01 March 2019

Enclosed are the results of analyses for samples received by the laboratory on 02/19/19 11:23.

Please visit our website at www.mdspectral.com for a complete listing of our accreditations.

If you have any questions concerning this report, please feel free to contact me.

Sincerely,

Quality Assurance Officer

Page 1 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50

Analytical Results 1500 Caton Center Dr Suite G

Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153

Client Sample ID Laboratory ID Matrix Date Sampled Date ReceivedAlternate Sample ID

GB-1A 9021903-01 02/19/19 09:00 02/19/19 11:23Soil

JB-9A 9021903-02 02/19/19 09:00 02/19/19 11:23Soil

GB-4 & 4A 9021903-03 02/19/19 09:00 02/19/19 11:23Soil

GB-3A & 3B 9021903-04 02/19/19 09:00 02/19/19 11:23Soil

IB-1 & 2A 9021903-05 02/19/19 09:00 02/19/19 11:23Soil

GB-2A 9021903-06 02/19/19 09:00 02/19/19 11:23Soil

Rabecka Koons, Quality Assurance Officer

The results in this report apply to the samples analyzed in accordance with the chain of

custody document. This analytical report must be reproduced in its entirety.

Page 2 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153

ResultAnalyte Limit (MRL)

Reporting

Prepared Analyzed AnalystNotes DilutionUnits

GB-1A

9021903-01 (Soil)

Sample Date: 02/19/19

Quantitation

Limit (LOQ)

pH MEASUREMENT BY EPA 9045D

8.05 02/19/19 02/19/19 15:48pH pH Units 1 BJP

VOLATILE ORGANICS (MBTEXN+) BY EPA METHOD 8260B (GC/MS)

ND 02/20/19 02/20/19 12:46Benzene 5.9ug/kg dry 1 GM2.4

ND 02/20/19 02/20/19 12:46Ethylbenzene 5.9ug/kg dry 1 GM2.4

ND 02/20/19 02/20/19 12:46Methyl tert-butyl ether (MTBE) 5.9ug/kg dry 1 GM2.4

ND 02/20/19 02/20/19 12:46Naphthalene 5.9ug/kg dry 1 GM2.4

ND 02/20/19 02/20/19 12:46Toluene 5.9ug/kg dry 1 GM2.4

ND 02/20/19 02/20/19 12:46o-Xylene 5.9ug/kg dry 1 GM2.4

ND 02/20/19 02/20/19 12:46m- & p-Xylenes 5.9ug/kg dry 1 GM2.4

02/20/19 02/20/19 12:4680-120 111 %Surrogate: 1,2-Dichloroethane-d4

02/20/19 02/20/19 12:4681-117 98 %Surrogate: Toluene-d8

02/20/19 02/20/19 12:4674-121 98 %Surrogate: 4-Bromofluorobenzene

GASOLINE RANGE ORGANICS BY EPA 5030/8015C

ND 02/20/19 02/20/19 17:34Gasoline-Range Organics 0.12mg/kg dry 1 GM0.12

DIESEL RANGE ORGANICS BY EPA 3540/8015C

132 02/19/19 02/21/19 00:41Diesel-Range Organics 28.2mg/kg dry 3 SJA28.2

02/19/19 02/21/19 00:4170-130 78 %Surrogate: o-Terphenyl

PERCENT SOLIDS BY ASTM D2216-05

85 02/21/19 02/22/19 09:31Percent Solids % 1 WB

TCLP VOLATILE ORGANICS BY EPA METHODS 1311/8260B (GC/MS)

ND 02/25/19 02/25/19 13:35Benzene 25.0ug/L 5 GM25.0

ND 02/25/19 02/25/19 13:352-Butanone (MEK) 50.0ug/L 5 GM50.0

ND 02/25/19 02/25/19 13:35Carbon tetrachloride 25.0ug/L 5 GM25.0

ND 02/25/19 02/25/19 13:35Chlorobenzene 25.0ug/L 5 GM25.0

ND 02/25/19 02/25/19 13:35Chloroform 25.0ug/L 5 GM25.0

ND 02/25/19 02/25/19 13:351,4-Dichlorobenzene 25.0ug/L 5 GM25.0

ND 02/25/19 02/25/19 13:351,2-Dichloroethane 25.0ug/L 5 GM25.0

ND 02/25/19 02/25/19 13:351,1-Dichloroethene 25.0ug/L 5 GM25.0

ND 02/25/19 02/25/19 13:35Tetrachloroethene 25.0ug/L 5 GM25.0

ND 02/25/19 02/25/19 13:35Trichloroethene 25.0ug/L 5 GM25.0

ND 02/25/19 02/25/19 13:35Vinyl chloride 25.0ug/L 5 GM25.0





Page 3 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-1A

9021903-01 (Soil)


Quantitation

Limit (LOQ)

TCLP VOLATILE ORGANICS BY EPA METHODS 1311/8260B (GC/MS) (continued)



TCLP SEMIVOLATILE ORGANICS BY EPA METHODS 1311/8270D (GC/MS)

ND 02/21/19 02/25/19 13:351,4-Dichlorobenzene 25.0ug/L 1 WB25.0

ND 02/21/19 02/25/19 13:352,4-Dinitrotoluene 25.0ug/L 1 WB25.0

ND 02/21/19 02/25/19 13:35Hexachlorobenzene 25.0ug/L 1 WB25.0

ND 02/21/19 02/25/19 13:35Hexachlorobutadiene 50.0ug/L 1 WB50.0

ND 02/21/19 02/25/19 13:35Hexachloroethane 50.0ug/L 1 WB50.0

ND 02/21/19 02/25/19 13:353&4-Methylphenol 50.0ug/L 1 WB50.0

ND 02/21/19 02/25/19 13:352-Methylphenol 50.0ug/L 1 WB50.0

ND 02/21/19 02/25/19 13:35Nitrobenzene 50.0ug/L 1 WB50.0

ND 02/21/19 02/25/19 13:35Pentachlorophenol 125ug/L 1 WB125

ND 02/21/19 02/25/19 13:35Pyridine 125ug/L 1 WB125

ND 02/21/19 02/25/19 13:352,4,5-Trichlorophenol 50.0ug/L 1 WB50.0


02/21/19 02/25/19 13:3523-121 36 %Surrogate: 2-Fluorophenol

02/21/19 02/25/19 13:3524-113 30 %Surrogate: Phenol-d5

02/21/19 02/25/19 13:3523-120 49 %Surrogate: Nitrobenzene-d5

02/21/19 02/25/19 13:3519-122 69 %Surrogate: 2,4,6-Tribromophenol

02/21/19 02/25/19 13:3530-115 48 %Surrogate: 2-Fluorobiphenyl

02/21/19 02/25/19 13:3518-137 90 %Surrogate: Terphenyl-d14

TCLP CHLORINATED PESTICIDES BY EPA METHODS 1311/8081 (GC/ECD)

ND 02/20/19 02/22/19 01:43alpha-Chlordane 3.30ug/L 1 SJA0.250

ND 02/20/19 02/22/19 01:43gamma-Chlordane 3.30ug/L 1 SJA0.250

ND 02/20/19 02/22/19 01:43Chlordane 0.500ug/L 1 SJA0.500

ND 02/20/19 02/22/19 01:43Endrin 6.70ug/L 1 SJA0.500

ND 02/20/19 02/22/19 01:43Heptachlor 3.30ug/L 1 SJA0.250

ND 02/20/19 02/22/19 01:43Heptachlor epoxide 3.30ug/L 1 SJA0.250

ND 02/20/19 02/22/19 01:43Lindane (gamma-BHC) 3.30ug/L 1 SJA0.250

ND 02/20/19 02/22/19 01:43Methoxychlor 33.0ug/L 1 SJA2.50

ND 02/20/19 02/22/19 01:43Toxaphene 67.0ug/L 1 SJA1.00

02/20/19 02/22/19 01:4340-150 51 %Surrogate: Tetrachloro-m-xylene




Page 4 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-1A

9021903-01 (Soil)


Quantitation

Limit (LOQ)

TCLP CHLORINATED PESTICIDES BY EPA METHODS 1311/8081 (GC/ECD) (continued)

02/20/19 02/22/19 01:4340-150 72 %Surrogate: Decachlorobiphenyl

TCLP CHLORINATED HERBICIDES BY EPA METHOD 1311/8151A (GC/ECD)

ND 02/25/19 02/28/19 16:252,4-D 0.0800mg/L 1 SJA0.0800

ND 02/25/19 02/28/19 16:252,4,5-TP (Silvex) 0.0800mg/L 1 SJA0.0800

02/25/19 02/28/19 16:2520-150 74 %Surrogate: DCAA

TCLP METALS BY EPA METHODS 1311/3010A/6020A (ICP-MS)

ND 02/20/19 02/21/19 14:31Arsenic 0.500mg/L 1 CMK0.500

ND 02/20/19 02/21/19 14:31Barium 0.500mg/L 1 CMK0.500

ND 02/20/19 02/21/19 14:31Cadmium 0.500mg/L 1 CMK0.500

ND 02/20/19 02/21/19 14:31Chromium 0.500mg/L 1 CMK0.500

ND 02/20/19 02/21/19 14:31Lead 0.500mg/L 1 CMK0.500

ND 02/20/19 02/21/19 14:31Mercury 0.0100mg/L 1 CMK0.0100

ND 02/20/19 02/21/19 14:31Selenium 0.500mg/L 1 CMK0.500

ND 02/20/19 02/21/19 14:31Silver 0.500mg/L 1 CMK0.500

IGNITABILITY BY EPA 1030

Passed Test -

Did not ignite

02/20/19 02/20/19 11:58Ignitability YesNo 1 RH

SW-846 7.3.3.2 Performed at Pace Analytical Services, Inc. - New Orleans Lab

ND 02/25/19 02/25/19 14:43Cyanide, Reactive 25.0mg/kg 1 MHM25.0


ND 02/25/19 02/26/19 08:11Sulfide, Reactive 50.0mg/kg 1 TMO50.0




Page 5 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


JB-9A

9021903-02 (Soil)


Quantitation

Limit (LOQ)


7.66 02/19/19 02/19/19 15:48pH pH Units 1 BJP




















ND 02/25/19 02/25/19 14:01Benzene 25.0ug/L 5 GM25.0















Page 6 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


JB-9A

9021903-02 (Soil)


Quantitation

Limit (LOQ)



























ND 02/20/19 02/22/19 02:10Endrin 6.70ug/L 1 SJA0.500










Page 7 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


JB-9A

9021903-02 (Soil)


Quantitation

Limit (LOQ)




ND 02/25/19 02/28/19 16:582,4-D 0.0800mg/L 1 SJA0.0800


02/25/19 02/28/19 16:5820-150 75 %Surrogate: DCAA



ND 02/20/19 02/21/19 14:38Barium 0.500mg/L 1 CMK0.500



ND 02/20/19 02/21/19 14:38Lead 0.500mg/L 1 CMK0.500



ND 02/20/19 02/21/19 14:38Silver 0.500mg/L 1 CMK0.500


Passed Test -

Did not ignite









Page 8 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-4 & 4A

9021903-03 (Soil)


Quantitation

Limit (LOQ)


8.05 02/19/19 02/19/19 15:48pH pH Units 1 BJP















46.8 02/19/19 02/21/19 01:33Diesel-Range Organics 10.4mg/kg dry 1 SJA10.4





ND 02/25/19 02/25/19 14:26Benzene 25.0ug/L 5 GM25.0















Page 9 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-4 & 4A

9021903-03 (Soil)


Quantitation

Limit (LOQ)



























ND 02/20/19 02/22/19 02:37Endrin 6.70ug/L 1 SJA0.500










Page 10 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-4 & 4A

9021903-03 (Soil)


Quantitation

Limit (LOQ)




ND 02/25/19 02/28/19 17:312,4-D 0.0800mg/L 1 SJA0.0800


02/25/19 02/28/19 17:3120-150 72 %Surrogate: DCAA



ND 02/20/19 02/21/19 14:44Barium 0.500mg/L 1 CMK0.500



ND 02/20/19 02/21/19 14:44Lead 0.500mg/L 1 CMK0.500



ND 02/20/19 02/21/19 14:44Silver 0.500mg/L 1 CMK0.500


Passed Test -

Did not ignite









Page 11 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-3A & 3B

9021903-04 (Soil)


Quantitation

Limit (LOQ)


9.54 02/19/19 02/19/19 15:48pH pH Units 1 BJP





5.0 02/20/19 02/20/19 14:07Naphthalene 5.8J ug/kg dry 1 GM2.3








0.18 02/20/19 02/20/19 19:06Gasoline-Range Organics 0.12mg/kg dry 1 GM0.12







ND 02/25/19 02/25/19 14:52Benzene 25.0ug/L 5 GM25.0















Page 12 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-3A & 3B

9021903-04 (Soil)


Quantitation

Limit (LOQ)



























ND 02/20/19 02/22/19 03:04Endrin 6.70ug/L 1 SJA0.500










Page 13 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-3A & 3B

9021903-04 (Soil)


Quantitation

Limit (LOQ)




ND 02/25/19 02/28/19 18:042,4-D 0.0800mg/L 1 SJA0.0800


02/25/19 02/28/19 18:0420-150 74 %Surrogate: DCAA



0.538 02/20/19 02/21/19 14:51Barium 0.500mg/L 1 CMK0.500



ND 02/20/19 02/21/19 14:51Lead 0.500mg/L 1 CMK0.500



ND 02/20/19 02/21/19 14:51Silver 0.500mg/L 1 CMK0.500


Passed Test -

Did not ignite









Page 14 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


IB-1 & 2A

9021903-05 (Soil)


Quantitation

Limit (LOQ)


8.13 02/19/19 02/19/19 15:48pH pH Units 1 BJP















95.1 02/19/19 02/21/19 02:25Diesel-Range Organics 18.8mg/kg dry 2 SJA18.8





ND 02/25/19 02/25/19 15:17Benzene 25.0ug/L 5 GM25.0















Page 15 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


IB-1 & 2A

9021903-05 (Soil)


Quantitation

Limit (LOQ)



























ND 02/20/19 02/22/19 03:30Endrin 6.70ug/L 1 SJA0.500










Page 16 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


IB-1 & 2A

9021903-05 (Soil)


Quantitation

Limit (LOQ)




ND 02/25/19 02/28/19 18:532,4-D 0.0800mg/L 1 SJA0.0800


02/25/19 02/28/19 18:5320-150 73 %Surrogate: DCAA



ND 02/20/19 02/21/19 14:58Barium 0.500mg/L 1 CMK0.500



ND 02/20/19 02/21/19 14:58Lead 0.500mg/L 1 CMK0.500



ND 02/20/19 02/21/19 14:58Silver 0.500mg/L 1 CMK0.500


Passed Test -

Did not ignite









Page 17 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-2A

9021903-06 (Soil)


Quantitation

Limit (LOQ)


11.1 02/19/19 02/19/19 15:48pH pH Units 1 BJP




















ND 02/25/19 02/25/19 16:08Benzene 25.0ug/L 5 GM25.0















Page 18 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-2A

9021903-06 (Soil)


Quantitation

Limit (LOQ)



























ND 02/20/19 02/22/19 03:57Endrin 6.70ug/L 1 SJA0.500










Page 19 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153


Reporting


GB-2A

9021903-06 (Soil)


Quantitation

Limit (LOQ)




ND 02/25/19 02/28/19 19:262,4-D 0.0800mg/L 1 SJA0.0800


02/25/19 02/28/19 19:2620-150 72 %Surrogate: DCAA



ND 02/20/19 02/21/19 15:04Barium 0.500mg/L 1 CMK0.500



ND 02/20/19 02/21/19 15:04Lead 0.500mg/L 1 CMK0.500



ND 02/20/19 02/21/19 15:04Silver 0.500mg/L 1 CMK0.500


Passed Test -

Did not ignite









Page 20 of 24

Project:

Project Number:

Project Manager:

Reported:[none]

Siva Balu

ST. ELIZABETH EAST

03/01/19 11:50


Baltimore MD 21227

410-247-7600

www.mdspectral.com

MD DW LabID 153

Notes and Definitions

J Detected but below the reporting limit; therefore, result is an estimated concentration (CLP J-Flag).

IG Passed Test - Did not ignite

Sample results reported on a dry weight basis

Relative Percent DifferenceRPD

dry

Not ReportedNR

Analyte NOT DETECTED at or above the reporting limitND

Analyte DETECTEDDET

%-Solids Percent Solids is a supportive test and as such does not require accreditation




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geotechnical data report for st. elizabeth ......geotechnical data report for st. elizabeth east...

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