ECS Capitol Services, PLLC - Washington, D.C....ECS Project No. 37:1383-A Page 2 1.0 INTRODUCTION 1.1 GENERAL The purpose of this study was to provide geotechnical information for

ECS Capitol Services, PLLC Geotechnical Engineering Report

Fort Dupont Ice Arena – Infiltration Testing

3779 Ely Place SE

Washington, DC

ECS Project Number 37:1383-A

May 5, 2017

ATTACHMENT A-6

Fort Dupont Ice Arena – Infiltration Testing May 5, 2017

ECS Project No. 37:1383-A Page i

TABLE OF CONTENTS

EXECUTIVE SUMMARY ............................................................................................................. 1

1.0 INTRODUCTION .................................................................................................................. 2

1.1 GeneraL .................................................................................................................................. 2

1.2 Scope of Services .................................................................................................................... 2

1.3 Authorization .......................................................................................................................... 2

2.0 PROJECT INFORMATION ..................................................................................................... 3

2.1 Project Location...................................................................................................................... 3

2.2 Proposed Construction ........................................................................................................... 3

3.0 FIELD EXPLORATION ........................................................................................................... 4

3.1 Field Exploration Program ...................................................................................................... 4

3.1.1 Test Borings .................................................................................................................. 4

3.1.2 Infiltration Testing ........................................................................................................ 4

3.2 Regional/Site Geology ............................................................................................................ 5

3.3 Subsurface Characterization .................................................................................................. 5

3.4 Groundwater Observations .................................................................................................... 6

4.0 LABORATORY TESTING ........................................................................................................ 7

5.0 INFILTRATION TEST RESULTS ............................................................................................... 8

5.1 Stormwater Management Facilities ....................................................................................... 8

5.1.1 Infiltration Test Results ................................................................................................. 8

6.0 CLOSING ............................................................................................................................. 9

APPENDICES

Appendix A – Drawings & Reports

• Site Location Diagram

• Boring Location Diagram

Appendix B – Field Operations

• Reference Notes for Boring Logs

• Boring Logs B-12 and B-13

• Infiltration Test Results IT-7 and IT-8

Appendix C – Laboratory Testing

• Laboratory Testing Summary

• Liquid and Plastic Limits Test Reports

• Particle Size Distribution Reports

Appendix D – Supplemental Report Documents

• Johnson PermeameterTM

Equipment Schematic


ECS Project No. 37:1383-A Page 1

EXECUTIVE SUMMARY

The following summarizes the main findings of the exploration, particularly those that may have a

cost impact on the design and construction of the proposed stormwater management facilities.

Information gleaned from the executive summary should not be utilized in lieu of reading the

entire geotechnical report.

The subsurface exploration included 2 soil borings and 2 infiltration tests at locations provided by

the project’s civil engineer, Delon Hampton & Associates. The soil borings were drilled to a depth

of 10 and 11.5 feet below existing site grades. Concurrent auger probe borings were advanced

adjacent to the soil borings to approximate depths of 7 and 8.5 feet (2 feet beyond the proposed

invert elevations for the future stormwater management facilities) below existing site grades for

the purpose of performing infiltration.

Beneath the 2 to 4 inches of surficial asphalt and 3 inches of gravel subbase, the 2 completed soil

borings generally consisted of up to 7.5 feet of undocumented fill soils consisting of loose to

medium dense SANDS (SC) followed by alluvial soils that were possible fills generally consisting of

medium dense SANDS and GRAVELS (SC, GP-GC) and extended to boring termination depths.

The infiltration test results are enclosed herein and should be reviewed by the project civil

engineer to determine an appropriate factor of safety to apply to the measured infiltration rates.

Variable subsurface conditions were also encountered on the site and the civil engineer should

take this into account when determining infiltration rates for each facility.



1.0 INTRODUCTION

1.1 GENERAL

The purpose of this study was to provide geotechnical information for the design and

construction of the proposed stormwater management facilities within the bounds of the

property. This exploration has been performed to supplement the testing performed as part of

the September 2014 exploration performed at the site. For additional information regarding the

September 2014 exploration, please reference the ECS report dated October 17, 2014.

The findings enclosed within this report are based on project information supplied by you. This

report contains the results of our subsurface explorations and laboratory testing programs, site

characterization, and infiltration test results for the design and construction of the new

stormwater management facilities.

1.2 SCOPE OF SERVICES

The purpose of the exploration was to help determine the feasibility of stormwater infiltration on

the site and explore the surficial subsurface conditions at the site to guide the design and

planning of the proposed stormwater management site features. A series of 2 soil borings and 2

infiltration tests were performed at locations selected by the project’s civil engineer, Delon

Hampton & Associates. A laboratory-testing program was also implemented to characterize the

physical and engineering properties of the subsurface soils.

This report discusses our exploratory and testing procedures, presents our findings and includes

the following:

• Observations from our site reconnaissance including current site conditions, surface

drainage features, and surface topographic conditions.

• A review of the published geologic conditions and their relevance to your planned

development.

• A subsurface characterization and a description of the field exploration and laboratory

tests performed.

• Final logs of the soil borings and records of the field exploration prepared in accordance

with the standard practice for geotechnical engineering. A boring location plan will be

included, and the results of the laboratory tests will be plotted on the final boring logs or

included on a separate test report sheet.

• Tabulated results for the in-situ infiltration tests.

1.3 AUTHORIZATION

Our services were provided in general accordance with ECS Proposal No. 1732-GP dated

December 12, 2016 and authorized by your office on March 9, 2017 which included the Terms and

Conditions of Service as outlined within our proposal.



2.0 PROJECT INFORMATION

2.1 PROJECT LOCATION

The site is located at the physical address of 3779 Ely Place, in Southeast Washington, DC. The

subject parcel is partially occupied by the existing Dupont Ice Arena and partially occupied by a

parking lot. The site is bound to the north by Ely Place, SE, to the west by the Nationals Youth

Baseball Academy, and to the south and east by wooded areas. Existing site grades, obtained

from the topographical survey provided to us, range from approximately EL. +119 feet on the

west edge of the site to approximately EL. +158 feet on the east side of the site. The site

generally slopes upward from west to east across the parking lot from elevation +119 feet to

+133. Grades continue to slope upward at approximately 2H:1V to the east from the edge of the

parking lot to the building elevation and beyond to elevation +158 feet at the east property line.

Please see the Site location Diagram in Appendix A for further details (included below for quick

reference).

Figure 1. Site Location

2.2 PROPOSED CONSTRUCTION

We understand that as part of the construction of the proposed ice arena, stormwater

management facilities to the west and southwest of the proposed building will be included within

the design. As discussed with Delon Hampton & Associates, the two infiltration facilities will have

invert elevations ranging from of EL +115 and EL +118 feet for the west and southwest facilities,

respectively.



3.0 FIELD EXPLORATION

3.1 FIELD EXPLORATION PROGRAM

The field exploration was planned with the objective of characterizing the project site in general

geotechnical and geological terms and to evaluate subsequent field and laboratory data to assist

in the determination of feasibility of stormwater infiltration on the site.

3.1.1 Test Borings

The subsurface conditions were explored by drilling two (2) soil test borings within the proposed

stormwater management facility footprints at specific locations provided to us by your office and

Delon Hampton & Associates. A truck-mounted drill rig was utilized to drill the soil test borings.

Borings B-12 and B-13 were generally advanced to depths of 10 and 11.5 feet below the existing

ground surface. Two (2) auger probe borings identified as IT-7 and IT-8 were advanced adjacent

to borings B-12 and B-13, respectively to depths of 7 to 8.5 feet below the existing ground surface

to facilitate infiltration testing. The subsurface exploration was completed under the general

supervision of an ECS geotechnical technician.

Boring locations were identified in the field by ECS personnel by referencing from existing

features prior to mobilization of our drilling equipment. The approximate as-drilled boring

locations are shown on the Boring Location Diagram in Appendix A. Ground surface elevations

noted on our boring logs were interpolated from the Existing Conditions Plan prepared by Delon

Hampton & Associates. Please note, the Boring Location Diagram also includes the locations of

previously explored test locations from past geotechnical explorations performed onsite.

Standard penetration tests (SPTs) were conducted in the borings at regular intervals in general

accordance with ASTM D 1586. Small representative samples were obtained during these tests

and were used to classify the soils encountered. The standard penetration resistances obtained

provide a general indication of soil shear strength and compressibility.

3.1.2 Infiltration Testing

At the infiltration test locations, an auger probe boring (no samples taken) was advanced to the

approximate infiltration test elevation (2 feet below the anticipated invert elevation; test depths

were provided to ECS by the design team) prior to infiltration testing. ECS used the Johnson

Permeameter™ to perform a constant head infiltration test which is in general accordance with

the publication entitled “DOEE (District Department of Energy and the Environment) Stormwater

Guidebook, Appendix O.”

Each hole is prepared in general accordance with the information contained in the Johnson

Permeameter™ Instruction Manual dated June 14, 2014. A schematic of the equipment used is

included in Appendix D of this report for reference. The test is then peformed in general

accordance with the same manual and the test results are recorded during testing of each

location. The final design rate chosen is ultimately the discretion of the design engineer;

however, is typically the average of the last three to four readings taken during the test or the last

reading, as appropriate, based on the test results. The results of each infiltration test are included

in Appendix B of this report for reference.



3.2 REGIONAL/SITE GEOLOGY

The project site is located in the Coastal Plain Physiographic Province of Washington, DC. The

near surface soils in the Washington, D.C. area typically consist of man-placed fill soils or natural

soils which have been disturbed by previous construction.

Beneath these near surface fill or disturbed soils, Pliocene and Pleistocene river terrace deposits

are generally encountered. These deposits vary in their percentages of sand, silt, clay and gravel,

both laterally and vertically, and contain localized areas of organics. Beneath the Coastal river

terrace deposits, the area is typically underlain by lower and upper Cretaceous, or Potomac

Formation soils. The Potomac formation is generally characterized by silty clay beds inter-bedded

with irregular sand and gravel lenses. An overview of the general site geology is illustrated in

Figure 2 below.

Figure 2. General Site Geology

Geologic map for Figure 2 obtained from the U.S. Geologic Service website, https://ngmdb.usgs.gov/maps/mapview/

3.3 SUBSURFACE CHARACTERIZATION

The subsurface conditions encountered were generally consistent with published geological

mapping. The following sections provide generalized characterizations of the soils encountered



during our subsurface exploration. For subsurface information at a specific location, refer to the

Boring Logs in Appendix B.

Table 1. Subsurface Stratigraphy

Bottom of

Stratum Depth

(ft)

Bottom of

Stratum

Elevation (ft)

Stratum Description

Ranges of

SPT(1)

N-values

(bpf)

0.42 to 0.58 ft

(Surface cover) N/A N/A

• 2 to 4 inches of Asphalt Pavement

• 3 inches of Gravel Subbase N/A

7.5 ft EL. 115.5 to

EL. 119.0 I

• Loose to Medium Dense CLAYEY SAND (SC).

• Stratum I was observed to be brown, moist

and have trace amounts of gravel.

5 to 11

Boring

termination

depths of:

10.0-11.5 ft

EL. 86.0 to EL.

79.0 II

• Medium Dense CLAYEY SAND WITH GRAVEL

and POORLY GRADED GRAVEL WITH CLAY

AND SAND (SC, GP-GC).

• Stratum II was observed to be

• Please note, it is possible that this soil is re-

worked natural material and has been

classified as possible fill materials.

13 to 29

Notes: (1) Standard Penetration Test (blows per foot)

3.4 GROUNDWATER OBSERVATIONS

Observations for groundwater were made during the current subsurface exploration. In auger

drilling operations, water is not introduced into the boreholes, and the groundwater position can

often be determined by observing water flowing into or out of the boreholes. Furthermore, visual

observation of the soil samples retrieved during auger drilling explorations can often be used in

evaluating the groundwater conditions. It should be noted that the site may be subject to

shallower perched water conditions where water becomes trapped within the existing fill

overlying less permeable soil layers.

During our current exploration, groundwater was not observed in the borings. In general, the

highest groundwater observations are normally encountered in late winter and early spring.

Variations in the location of the long-term water table may occur as a result of changes in

precipitation, surface water runoff, adjacent construction or below-grade drained buildings and

other factors not immediately apparent at the time of this report’s preparation.



4.0 LABORATORY TESTING

The laboratory testing performed by ECS for this project consisted of selected tests performed on

samples obtained during our field exploration operations. The following paragraphs briefly

discuss the results of the completed laboratory testing program. Classification and index property

tests were performed on representative soil samples obtained from the test borings in order to

aid in classifying soils according to the Unified Soil Classification System and to quantify and

correlate engineering properties.

An experienced geotechnical engineer/engineering geologist visually classified each soil sample

from the test borings on the basis of texture and plasticity in general accordance with the Unified

Soil Classification System (USCS) and ASTM D-2488 (Description and Identification of Soils-

Visual/Manual Procedures). After classification, the geotechnical engineer/engineering geologist

grouped the various soil types into the major zones noted on the boring logs in Appendix B. The

group symbols for each soil type are indicated in parentheses following the soil descriptions on

the boring logs. The stratification lines designating the interfaces between earth materials on the

boring logs are approximate; in situ, the transitions may be gradual.



5.0 INFILTRATION TEST RESULTS

5.1 STORMWATER MANAGEMENT FACILITIES

A system of stormwater management facilities has been proposed to be constructed west and

southwest of the proposed ice arena. The results of our infiltration testing are summarized in

table 2 below.

5.1.1 Infiltration Test Results

The individual infiltration tests are included in Appendix B and are summarized in the

table below. Refer to Appendix C for detailed soils laboratory data.

Table 2. Field Infiltration Rates

Infiltration Test

Location

Depth of

Infiltration Test

(ft)

Elevation of

Infiltration Test

(ft)

Laboratory

Classification

Measured Field

Infiltration Rate

(in/hr)(1)

IT-7 (B-12) 7.0 115.0 GP-GC 0.11

IT-8 (B-13 8.5 118.0 SC 0.13

Notes: (1) If the measured infiltration rate is less than 0.50 in/hr, the project civil engineer should review the enclosed data to

determine an appropriate factor of safety to apply to the measured infiltration rates.

Approximate test elevations are based on the existing conditions plan provided to us by

Delon Hampton & Associates. The data collected during the performance of this

subsurface exploration and infiltration testing program should be reviewed by the project

civil engineer for incorporation into the design of the proposed storm water management

facilities.



6.0 CLOSING

ECS has prepared this report of findings, evaluations, and recommendations to guide

geotechnical-related design and construction aspects of the project. The description of the

proposed project is based on information provided to ECS by Quinn Evans Architects and Delon

Hampton & Associates. If any of this information is inaccurate, either due to our interpretation of

the documents provided or site or design changes that may occur later, ECS should be contacted

immediately in order that we can review the report in light of the changes and provide additional

or alternate recommendations as may be required to reflect the proposed construction. ECS is

not responsible for the conclusions, opinions, or recommendations of others based on the data in

this report.

APPENDIX A – Drawings & Reports

Site Location Diagram

Boring Location Diagram

4/27/2017

Service Layer Credits: Esri, HERE, DeLorme, MapmyIndia, © OpenStreetMap contributors

²

ENGINEER

SCALE

37:1383-A1 OF 1

PROJECT NO.

SHEET

DATE

D. SPIELVOGEL

QUINN EVANS ARCHITECTS

FORT DUPONT ICE ARENA -INFILTRATION TESTING

WASHINGTON DC 20019

SITE LOCATION DIAGRAMNTS

APPENDIX B – Field Operations

Reference Notes for Boring Logs

Boring Logs B-12 and B-13

Infiltration Test Results IT-7 and IT-8

Reference Notes for Boring Logs (FINAL 10-13-2016) © 2016 ECS Corporate Services, LLC. All Rights Reserved

COHESIVE SILTS & CLAYS

UNCONFINED

COMPRESSIVE

STRENGTH, QP4

SPT5

(BPF)

CONSISTENCY7

(COHESIVE)

<0.25 <3 Very Soft

0.25 - <0.50 3 - 4 Soft

0.50 - <1.00 5 - 8 Medium Stiff

1.00 - <2.00 9 - 15 Stiff

2.00 - <4.00 16 - 30 Very Stiff

4.00 - 8.00 31 - 50 Hard

>8.00 >50 Very Hard

GRAVELS, SANDS & NON-COHESIVE SILTS

SPT5

DENSITY

<5 Very Loose

5 - 10 Loose

11 - 30 Medium Dense

31 - 50 Dense

>50 Very Dense

REFERENCE NOTES FOR BORING LOGS

1Classifications and symbols per ASTM D 2488-09 (Visual-Manual Procedure) unless noted otherwise.

2To be consistent with general practice, “POORLY GRADED” has been removed from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soil types on the boring logs.

3Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)].

4Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf).

5Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). “N-value” is another term for “blow count” and is expressed in blows per foot (bpf).

6The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally employed.

7Minor deviation from ASTM D 2488-09 Note 16.

8Percentages are estimated to the nearest 5% per ASTM D 2488-09.

RELATIVE

AMOUNT7

COARSE GRAINED

(%)8

FINE

GRAINED

(%)8

Trace <5 <5

Dual Symbol (ex: SW-SM)

10 10

With 15 - 20 15 - 25

Adjective (ex: “Silty”)

>25 >30

WATER LEVELS6

WL Water Level (WS)(WD)

(WS) While Sampling

(WD) While Drilling

SHW Seasonal High WT

ACR After Casing Removal

SWT Stabilized Water Table

DCI Dry Cave-In

WCI Wet Cave-In

DRILLING SAMPLING SYMBOLS & ABBREVIATIONS

SS Split Spoon Sampler PM Pressuremeter Test

ST Shelby Tube Sampler RD Rock Bit Drilling

WS Wash Sample RC Rock Core, NX, BX, AX

BS Bulk Sample of Cuttings REC Rock Sample Recovery %

PA Power Auger (no sample) RQD Rock Quality Designation %

HSA Hollow Stem Auger

PARTICLE SIZE IDENTIFICATION

DESIGNATION PARTICLE SIZES

Boulders 12 inches (300 mm) or larger

Cobbles 3 inches to 12 inches (75 mm to 300 mm)

Gravel: Coarse ¾ inch to 3 inches (19 mm to 75 mm)

Fine 4.75 mm to 19 mm (No. 4 sieve to ¾ inch)

Sand: Coarse 2.00 mm to 4.75 mm (No. 10 to No. 4 sieve)

Medium 0.425 mm to 2.00 mm (No. 40 to No. 10 sieve)

Fine 0.074 mm to 0.425 mm (No. 200 to No. 40 sieve)

Silt & Clay (“Fines”) <0.074 mm (smaller than a No. 200 sieve)

MATERIAL1,2

ASPHALT

CONCRETE

GRAVEL

TOPSOIL

VOID

BRICK

AGGREGATE BASE COURSE

FILL

3 MAN-PLACED SOILS

GW WELL-GRADED GRAVEL

gravel-sand mixtures, little or no fines

GP POORLY-GRADED GRAVEL gravel-sand mixtures, little or no fines

GM SILTY GRAVEL

gravel-sand-silt mixtures

GC CLAYEY GRAVEL

gravel-sand-clay mixtures

SW WELL-GRADED SAND

gravelly sand, little or no fines

SP POORLY-GRADED SAND

gravelly sand, little or no fines

SM SILTY SAND

sand-silt mixtures

SC CLAYEY SAND

sand-clay mixtures

ML SILT non-plastic to medium plasticity

MH ELASTIC SILT

high plasticity

CL LEAN CLAY low to medium plasticity

CH FAT CLAY

high plasticity

OL ORGANIC SILT or CLAY

non-plastic to low plasticity

OH ORGANIC SILT or CLAY

high plasticity

PT PEAT highly organic soils

0

5

10

15

20

25

30

120

115

110

105

100

95

S-1

S-2

S-3

S-4

SS

SS

SS

SS

18

18

18

18

10

18

18

18

Asphalt Depth [4.00"]

Gravel Depth [3.00"]

(SC FILL) CLAYEY SAND, trace gravel, brown,moist, loose

(GP-GC POSSIBLE FILL) POORLY GRADEDGRAVEL WITH CLAY AND SAND, brown,moist, medium dense

END OF BORING @ 10'

544

224

345

71316

8

6

9

292214

7.6

CLIENT

Quinn Evans Architects

JOB #

1383-A

BORING #

B-12

SHEET

PROJECT NAME

Fort Dupont Ice Arena - Infiltration Testing

ARCHITECT-ENGINEER

Quinn Evans ArchitectsSITE LOCATION

3779 Ely Place SE, Washington, DCNORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 04/13/17 CAVE IN DEPTH N/A

WL(SHW) WL(ACR) BORING COMPLETED 04/13/17 HAMMER TYPE Auto

WL RIG Truck FOREMAN J. Labas DRILLING METHOD 2.25 HSADRILLING METHOD 2.25 HSA

DE

PT

H (

FT

)

SA

MP

LE

NO

.

SA

MP

LE

TY

PE

SA

MP

LE

DIS

T. (I

N)

RE

CO

VE

RY

(IN

)

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

WA

TE

R L

EV

ELS

ELE

VA

TIO

N (

FT

)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATIONBLOWS/FT122

1 OF 1

0

5

10

15

20

25

30

125

120

115

110

105

100

S-1

S-2

S-3

S-4

S-5

SS

SS

SS

SS

SS

18

18

18

18

18

5

6

10

18

18

Asphalt Depth [2.00"]

Gravel Depth [3.00"]

(SC FILL) CLAYEY SAND, trace gravel, brown,moist, loose to medium dense

(SC POSSIBLE FILL) CLAYEY SAND WITHGRAVEL, brown, moist, medium dense

END OF BORING @ 11.5'

233

323

656

36

10

1167

6

5

11

16

22

12

11.0

13

CLIENT

Quinn Evans Architects

JOB #

1383-A

BORING #

B-13

SHEET

PROJECT NAME


ARCHITECT-ENGINEER

Quinn Evans ArchitectsSITE LOCATION

3779 Ely Place SE, Washington, DCNORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 04/13/17 CAVE IN DEPTH N/A

WL(SHW) WL(ACR) BORING COMPLETED 04/13/17 HAMMER TYPE Auto

WL RIG Truck FOREMAN J. Labas DRILLING METHOD 3.25 HSADRILLING METHOD 3.25 HSA

DE

PT

H (

FT

)

SA

MP

LE

NO

.

SA

MP

LE

TY

PE

SA

MP

LE

DIS

T. (I

N)

RE

CO

VE

RY

(IN

)

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

WA

TE

R L

EV

ELS

ELE

VA

TIO

N (

FT

)

BLO

WS

/6"

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTICLIMIT %

WATERCONTENT %

LIQUIDLIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATIONBLOWS/FT126.5

1 OF 1

File Name…..:

Project Name……..: Boring No…….....:

Project No…….......: Investigators…...:

Project Location...: Date….………......:

Boring Depth……...: 7 ft (m, cm, ft, in) WCU Base Ht. h: 5.0 cm*** 20

Boring Diameter...: 17.8 cm WCU Susp. Ht. S: 35.0 cm

Boring Radius r…..: 8.90 cm Const. Wtr. Ht. H: 40.0 cm

Soil/Water Tmp. T: 13 °°°°C H/r**……......……: 4.5

Dyn. Visc. @ T…...: 0.001202 kg/m·s Dyn. Visc. @ TB.: 0.001003 kg/m·s

VOLUME Volume Out TIME Flow Rate Q

(ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (µm/sec) (cm/sec) (cm/day) (in/hr) (ft/day)

3,200 11:50:00 AM

3,130 70 11:51:00 AM 0:01:00 1.00 70.00 2.0 1.96E-04 16.9 0.28 0.55

3,040 90 11:52:00 AM 0:01:00 1.00 90.00 2.5 2.51E-04 21.7 0.36 0.71

2,970 70 11:53:00 AM 0:01:00 1.00 70.00 2.0 1.96E-04 16.9 0.28 0.55

2,890 80 11:54:00 AM 0:01:00 1.00 80.00 2.2 2.24E-04 19.3 0.32 0.63

2,820 70 11:55:00 AM 0:01:00 1.00 70.00 2.0 1.96E-04 16.9 0.28 0.55

2,450 370 12:00:00 PM 0:05:00 5.00 74.00 2.1 2.07E-04 17.9 0.29 0.59

2100 350 12:05:00 PM 0:05:00 5.00 70.00 2.0 1.96E-04 16.9 0.28 0.55

1800 300 12:10:00 PM 0:05:00 5.00 60.00 1.7 1.68E-04 14.5 0.24 0.48

1550 250 12:15:00 PM 0:05:00 5.00 50.00 1.4 1.40E-04 12.1 0.20 0.40

1370 180 12:20:00 PM 0:05:00 5.00 36.00 1.0 1.01E-04 8.7 0.14 0.29

1,100 270 12:30:00 PM 0:10:00 10.00 27.00 0.8 7.54E-05 6.5 0.11 0.21

860 240 12:40:00 PM 0:10:00 10.00 24.00 0.7 6.71E-05 5.8 0.10 0.19

610 250 12:50:00 PM 0:10:00 10.00 25.00 0.7 6.98E-05 6.0 0.10 0.20

Natural Moisture……...: 7.6 Consistency…………...: Med. Dense Total Time Enter KsatB Value: 0.8 7.82E-05 6.8 0.11 0.22

USDA Txt./USCS Class.: GP-GC Water Table Depth...: N/A (min)

Struct./% Pass. #200...: 11.3 Init. Saturation Time.: 60.00

IT-7 (B-12)

Notes: KsatB is determ. by averag. and/or Rndng. the results for the final three or

four stabilized values and analyzing the Flow Rate Q vs Total Elapsed Time Graph.

RMH

4/13/17

Interval Elapsed Time

Ksat = Q[sinh-1

(H/r) - (r2/H

2+1)

.5 + r/H]/(2πH

2) [Basic Glover Solution]

*Glover, R. E. l953. Flow from a test-hole located above groundwater level. pp. 69-71. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the

bottom of the borehole to the water table or an impervious layer is at least 2X the depth of the water in the borehole. **H/r ≥5 to ≥10. ***JP-M1: h = 15cm, JP-M2: h = 10cm. Johnson Permeameter, LLC Revised 5/26/2014

GloverRE-deep-WT

--------------------- KsatB Equivalent Values --------------------------

Constant-Head Borehole Permeameter Test

Fort Dupont Ice Arena

1383-A

3779 Ely Pl SE, Washington DC

Solution and Terminology (R. E. Glover Solution)*

KsatB= QV[sinh-1

(H/r) - (r2/H

2+1)

.5 + r/H]/(2πH

2) [Temperature-corrected]

Q: Rate of flow of water from the borehole

H: Constant height of water in the borehole

r: Radius of the cylindrical borehole

V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C

Glover Solution (Deep WT or Impervious Layer)

KsatB: (Coefficient of Permeability, K) @ Base Tmp. TB °C:

File Name…..:

Project Name……..: Boring No…….....:

Project No…….......: Investigators…...:

Project Location...: Date….………......:

Boring Depth……...: 8.5 (m, cm, ft, in) WCU Base Ht. h: 10.0 cm*** 20

Boring Diameter...: 15.0 cm WCU Susp. Ht. S: 28.0 cm

Boring Radius r…..: 7.50 cm Const. Wtr. Ht. H: 38.0 cm

Soil/Water Tmp. T: 13 °°°°C H/r**……......……: 5.1

Dyn. Visc. @ T…...: 0.001202 kg/m·s Dyn. Visc. @ TB.: 0.001003 kg/m·s

VOLUME Volume Out TIME Flow Rate Q

(ml) (ml) (h:mm:ss A/P) (hr:min:sec) (min) (ml/min) (µm/sec) (cm/sec) (cm/day) (in/hr) (ft/day)

3,200 1:05:00 PM

3,170 30 1:06:00 PM 0:01:00 1.00 30.00 1.0 9.93E-05 8.6 0.14 0.28

3,130 40 1:07:00 PM 0:01:00 1.00 40.00 1.3 1.32E-04 11.4 0.19 0.38

3,100 30 1:08:00 PM 0:01:00 1.00 30.00 1.0 9.93E-05 8.6 0.14 0.28

3,060 40 1:09:00 PM 0:01:00 1.00 40.00 1.3 1.32E-04 11.4 0.19 0.38

3,020 40 1:10:00 PM 0:01:00 1.00 40.00 1.3 1.32E-04 11.4 0.19 0.38

2,860 160 1:15:00 PM 0:05:00 5.00 32.00 1.1 1.06E-04 9.2 0.15 0.30

2690 170 1:20:00 PM 0:05:00 5.00 34.00 1.1 1.13E-04 9.7 0.16 0.32

2530 160 1:25:00 PM 0:05:00 5.00 32.00 1.1 1.06E-04 9.2 0.15 0.30

2370 160 1:30:00 PM 0:05:00 5.00 32.00 1.1 1.06E-04 9.2 0.15 0.30

2200 170 1:35:00 PM 0:05:00 5.00 34.00 1.1 1.13E-04 9.7 0.16 0.32

1,900 300 1:45:00 PM 0:10:00 10.00 30.00 1.0 9.93E-05 8.6 0.14 0.28

1,610 290 1:55:00 PM 0:10:00 10.00 29.00 1.0 9.60E-05 8.3 0.14 0.27

1,390 220 2:05:00 PM 0:10:00 10.00 22.00 0.7 7.28E-05 6.3 0.10 0.21

Natural Moisture……...: 11.0 Consistency…………...: Med. Dense Total Time Enter KsatB Value: 1.0 9.52E-05 8.2 0.13 0.27

USDA Txt./USCS Class.: SC Water Table Depth...: N/A (min)

Struct./% Pass. #200...: 32.7 Init. Saturation Time.: 60.00

IT-8 (B-13)

Notes: KsatB is determ. by averag. and/or Rndng. the results for the final three or

four stabilized values and analyzing the Flow Rate Q vs Total Elapsed Time Graph.

RMH

4/13/17

Interval Elapsed Time

Ksat = Q[sinh-1

(H/r) - (r2/H

2+1)

.5 + r/H]/(2πH

2) [Basic Glover Solution]

*Glover, R. E. l953. Flow from a test-hole located above groundwater level. pp. 69-71. in: Theory and Problems of Water Percolation. (C. N. Zanger. ed.). USBR. The condition for this solution exists when the distance from the

bottom of the borehole to the water table or an impervious layer is at least 2X the depth of the water in the borehole. **H/r ≥5 to ≥10. ***JP-M1: h = 15cm, JP-M2: h = 10cm. Johnson Permeameter, LLC Revised 5/26/2014

GloverRE-deep-WT

--------------------- KsatB Equivalent Values --------------------------

Constant-Head Borehole Permeameter Test

Fort Dupont Ice Arena

1383-A

3779 Ely Pl SE, Washington DC

Solution and Terminology (R. E. Glover Solution)*

KsatB= QV[sinh-1

(H/r) - (r2/H

2+1)

.5 + r/H]/(2πH

2) [Temperature-corrected]

Q: Rate of flow of water from the borehole

H: Constant height of water in the borehole

r: Radius of the cylindrical borehole

V: Dynamic viscosity of water @ T °C/Dyn. Visc. of water @ TB °C

Glover Solution (Deep WT or Impervious Layer)

KsatB: (Coefficient of Permeability, K) @ Base Tmp. TB °C:

APPENDIX C – Laboratory Testing

Laboratory Test Results Summary

Liquid and Plastic Limits Test Reports

Particle Size Distribution Reports

B-12

S-4 8.50 - 10.00 7.6 GP-GC 22 14 8 11.3

B-13

S-4 8.50 - 10.00 11.0 SC 22 12 10 32.7

Laboratory Testing Summary

Notes: 1. ASTM D 2216, 2. ASTM D 2487, 3. ASTM D 4318, 4. ASTM D 1140, 5. See test reports for test method, 6. See test reports for test method

Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 2974)

Project No. 1383-A

Project Name: Fort Dupont Ice Arena - Infiltration Testing

PM: Dan Spielvogel

PE: Stephen F. Patt

Printed On: Monday, April 24, 2017

SampleSource

SampleNumber

Depth(feet)

MC1

(%)Soil

Type2 LL

Atterberg Limits3

PL PI

PercentPassingNo. 200Sieve4

MaximumDensity

(pcf)

Moisture - Density (Corr.)5

OptimumMoisture

(%)

CBRValue6 Other

Page 1 of 1

Tested By: HTN1 Checked By: DVT

(GP-GC POSSIBLE FILL) POORLY GRADED GRAVEL

WITH CLAY AND SAND, brown22 14 8 26.8 11.3 GP-GC

(SC POSSIBLE FILL) CLAYEY SAND WITH GRAVEL,

brown22 12 10 77.1 32.7 SC

1383-A Quinn Evans Architects

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

Project No. Client: Remarks:

Project:

Figure

Source of Sample: B-12 Depth: 8.50-10.00 Sample Number: S-4


PL

AS

TIC

ITY

IN

DE

X

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 OL

CH o

r OH

ML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

LIQUID AND PLASTIC LIMITS TEST REPORT

Data Entered: 4/18/17

Ddata Entered: 4/18/17Fort Dupont Ice Arena - Infiltration Testing

Tested By: HNT1 Checked By: DVT

Colloids LL PL D85 D60 D50 D30 D15 D10 Cc Cu

Material Description USCS AASHTO

Project No. Client: Remarks:

Project:



Date:

Figure

22 14 32.4582 7.9151 3.2374 0.5181 0.1936

22 12 0.6248 0.2558 0.1901

(GP-GC POSSIBLE FILL) POORLY GRADED GRAVEL WITH CLAY AND SAND, brown GP-GC A-2-4(0)

(SC POSSIBLE FILL) CLAYEY SAND WITH GRAVEL, brown SC A-2-4(0)

1383-A Quinn Evans Architects


4/14/17 4/14/17

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

PE

RC

EN

T C

OA

RS

ER

100

90

80

70

60

50

40

30

20

10

0

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 33.3 11.7 11.4 16.8 15.5 11.3

0.0 4.1 3.4 3.1 12.3 44.4 32.7

6 in.

3 in.

2 in.

1½

in.

1 in.

¾ in.

½ in.

3/8

in.

#4

#10

#20

#30

#40

#60

#100

#140

#200

Particle Size Distribution Report



APPENDIX D – Suppmental Report

Documents

Johnson Permeameter

TM Equipment Schematic

JOHNSON PERMEAMETER

AKerns

ECS Logo