DCPL-2016-R-0024 Attachments J.14

Transcription

Preliminary
Geotechnical Engineering Study
DCPL – Capitol View Branch Library
Washington, D.C.
HCEA Job No. 14465A
Prepared for:
Smoot Construction Company
5335 Wisconsin Avenue, NW
Washington, DC 20015
HILLIS-CARNES ENGINEERING ASSOCIATES, INC.
Post Office Box 241
Annapolis Junction, MD 20701
February 4, 2015
Baltimore 410-880-4788
DC Metro 301-470-4239
Smoot Construction Company
5335 Wisconsin Avenue, NW
Washington, DC 20015
Fax 410-880-4098
www.hcea.com
Attention: Mr. Stuart M. Dziura
Re:
Preliminary Geotechnical Engineering Study
DCPL – Capitol View Branch Library
Washington, D.C.
HCEA Job No. 14465A
Gentlemen:
Hillis-Carnes Engineering Associates, Inc. (HCEA) is pleased to submit this report
concerning the preliminary subsurface exploration and subsequent preliminary
geotechnical evaluation for the proposed library construction that is to be located in
Washington, D.C.
We wish to advise you that the boring samples will be stored at our Annapolis Junction,
Maryland office for a period of 30 days from the date of this letter. Should you wish the
samples to be stored for a longer period of time or to be delivered to you or another party,
please advise us in writing prior to the end of the 30-day period. Otherwise, the samples
will be discarded at the end of the 30-day storage period.
HCEA appreciates having had the opportunity to provide the geotechnical consultation for
this project, and we will remain available for further consultation during the various design
stages. In order to provide complete professional services, we strongly recommend that
inspection of the geotechnical aspects of construction be conducted by HCEA. This will
help to verify that the construction operations are performed in accordance with the design
recommendations of this report and the overall project plans and specifications. Should
you have any questions concerning the contents of this report, or require additional
consultation, design, inspection, or testing services, please contact our Office.
Very truly yours,
Michael P. Johnson, P.E.
Timothy B. Hill, P.E.
ENGINEERING ASSOCIATES, INC.
10975 Guilford Road, Suite A
TABLE OF CONTENTS
LETTER OF TRANSMITTAL ...................................................................................................i
1.0 PURPOSE AND SCOPE ................................................................................................ 1
2.0 PROJECT CHARACTERISTICS.................................................................................... 1
3.0 FIELD EXPLORATION ................................................................................................... 2
4.0 SUBSURFACE CONDITIONS ....................................................................................... 2
4.1
Man-Placed Fill Materials ................................................................................ 3
4.2
Natural Materials.............................................................................................. 3
4.3
Groundwater .................................................................................................... 3
5.0 PRELIMINARY EVALUATIONS AND RECOMMENDATIONS .................................... 4
5.1
General Site Preparation ................................................................................. 4
5.2
Fill Selection, Placement and Compaction ..................................................... 5
5.3
Foundation Evaluations ................................................................................... 5
5.4
Ground-Supported Slabs................................................................................. 6
5.5
Groundwater and Drainage ............................................................................. 6
6.0 REMARKS ...................................................................................................................... 7
APPENDIX ............................................................................................................................. 9
PRELIMINARY
GEOTECHNICAL ENGINEERING STUDY
DCPL – CAPITOL VIEW BRANCH LIBRARY
WASHINGTON, D.C.
HCEA JOB NO. 14465A
1.0
PURPOSE AND SCOPE
The purpose of this study was to preliminarily determine the general subsurface
conditions at the boring locations and to preliminarily evaluate those conditions with
respect to concept and design of foundation systems and floor slabs for the
proposed construction.
The preliminary evaluations and recommendations presented in this report were
developed from an analysis of project characteristics and an interpretation of the
general subsurface conditions at the site based on the boring information. The
stratification lines indicated on the boring logs represent the approximate
boundaries between soil types. In-situ, however, the transitions may be gradual.
Such variations can best be evaluated during construction and, if necessary, any
minor design changes can be made at that time.
An evaluation of
recommendations
are also included.
conditions and to
properly.
the site with respect to potential construction problems and
dealing with the earthwork and inspection during construction
The inspection is considered necessary to verify the subsurface
verify that the soils-related construction phases are performed
The Appendix contains a summary of the field work on which this report is based.
2.0
PROJECT CHARACTERISTICS
The project site is located at 5001 Central Avenue, SE in Washington D.C. as
shown on the Project Location Map (Figure 1) in the Appendix.
Based on information provided by the Client, we understand that the proposed
construction at the site is to include is to include a new library building. The site is
currently occupied by an existing library structure that is to be removed prior to the
initiation of new construction.
Additional details concerning the proposed construction were not available at the
time that this report was being prepared. Should any of the project characteristics
differ from those outlined above, then this office should be contacted for a reevaluation of the site.
3.0
FIELD EXPLORATION
In order to determine the general foundation soil types and to develop preliminary
design parameters, five Standard Penetration Test (SPT) soil borings were drilled
to depths of 45 ft below existing site grades in accessible locations at the site. We
understand that additional borings are to be drilled once the existing structure is
demolished and removed to confirm the subsurface conditions in currently
inaccessible areas of the site. The boring locations were located in the field by
HCEA by estimation from existing site features. Therefore, the boring locations
shown on the Boring Location Plan (Figure 2) in the Appendix should be
considered approximate.
The borings were advanced with hollow-stem augers and the subsurface soils were
sampled at 2.5 ft and 5.0 ft intervals. Samples were taken by driving a 1-3/8 inch
I.D. (2-inch O.D.) split-spoon sampler in accordance with ASTM D-1586
specifications. The sampler was first seated 6 inches to penetrate any loose
cuttings and then was driven an additional foot with blows of a 140 pound hammer
falling 30 inches. The number of hammer blows required to drive the sampler the
final foot is designated as the "Penetration Resistance" or "N" value. The
penetration resistance, when properly evaluated, is an index to the soil strength and
compression characteristics.
Representative portions of each soil sample were placed in glass jars and
transported to HCEA's laboratory. In the laboratory, the samples were visually
examined by the Geotechnical Engineer to verify the driller's field classifications.
The samples were visually classified in general accordance with the Unified Soil
Classification System and the field classifications were revised where necessary.
The Unified Soil Classification Symbols appear on the Boring Logs and the system
nomenclature is briefly described in the Appendix.
4.0
SUBSURFACE CONDITIONS
Details of the subsurface conditions encountered at the site are shown on the
Records of Soil Exploration. A brief description of the subsurface conditions and
pertinent engineering characteristics of the soils are given below.
Strata divisions shown on the Records of Soil Exploration have been estimated
based on visual examinations of the recovered boring samples. In the field, strata
changes could occur gradually and/or at slightly different levels than indicated. Also,
groundwater conditions indicated on the Records of Soil Exploration are those
observed during the period of the subsurface exploration. Fluctuations in
groundwater levels could occur seasonally and might also be influenced by
changes in grading, runoff and infiltration rates, and other influencing factors.
2
Generalized subsurface conditions based on the results of the borings are
discussed below:
4.1
Man-Placed Fill Materials
Materials specifically identified as man-placed fill materials or possible manplaced fill materials were encountered at the following locations in the
borings:
Approximate Depth
Boring
of Fill Material (ft)
B-1
B-2
B-3
B-4
B-5
18.5
17.0
18.0
18.5
17.0
Since the size of the samples obtained is relatively small in comparison to
the areal extent of the site and since the fill materials could be of similar
composition to the natural soils encountered at the site, it is often difficult to
determine the presence and composition of fill materials from the SPT
samples. It should be anticipated that man-placed fill materials may be
encountered at other locations and to different depths across the site due to
the previous construction that has occurred on and around the project site.
4.2
Natural Materials
The natural soils encountered at the site were visually classified in general
accordance with the Unified Soil Classification System as silty sand (SM)
and silty or sandy clay (CL or CH).
"N" values from the Standard Penetration Test (SPT) borings typically
indicated relative densities in the dense to very dense range for the more
granular natural materials encountered. The more fine-grained materials
typically exhibited consistencies in the very stiff to hard range.
4.3
Groundwater
Groundwater levels were monitored in the open boreholes. The shallowest
groundwater encountered in the borings was located at a depth of 25.5+ ft
below existing site grades in the caved borehole at the location of Boring
B-5. Water that appeared to be perched within the existing fill materials
was encountered at a depth of 8.5+ ft in Boring B-4 and at a depth of 5.5+
ft in Boring B-5.
3
A more accurate determination of the hydrostatic water table would require
the installation of perforated pipes or piezometers which could be monitored
over an extended period of time. The actual level of the hydrostatic water
table and the amount and level of perched water should be anticipated to
fluctuate throughout the year, depending on variations in precipitation,
surface run-off, infiltration, site topography, and drainage. It should also be
anticipated that perched water will be encountered in pockets within the fill
materials or at the interface of fill materials and natural soils.
5.0
PRELIMINARY EVALUATIONS AND RECOMMENDATIONS
Our findings indicate that the site can be developed for the proposed structure
utilizing conventional spread footings and ground-supported slab construction. The
presence of relatively soft and loose existing fill/possible fill materials to estimated
depths of 17+ ft to 18.5+ ft below existing site grades will have a significant impact
on construction operations. Footings should not be constructed on or over any
existing fill materials. It is recommended that the proposed structure be supported
on a deep foundation system consisting of either augered, cast-in-place concrete
piles or drilled shafts. Alternatively, it may be possible to utilize alternative
subgrade modification techniques (such as rammed-aggregate piers) in order to
provide a shallow foundation alternative for the structure.
The following preliminary recommendations have been developed on the basis of
the previously described project characteristics and subsurface conditions. If there
are any changes to the project characteristics or if different subsurface conditions
are encountered during construction, HCEA should be consulted so that the
recommendations of this report can be reviewed and revised, if necessary.
5.1
General Site Preparation
All existing structures (including all above and below ground construction)
within the areas to be developed should be removed prior to the initiation of
new construction. We suggest that all available information regarding the
existing utilities at the site be reviewed prior to construction.
Removal should include all underground pipes, utilities, and underground
structures that might interfere with the new construction. If abandoned
underground utilities are to be removed prior to the initiation of construction,
provisions should be made in the construction specifications and budget to
restore the subgrade to stable condition. Restoration should include
backfilling and compaction of the excavation areas.
After the initial stripping process is completed, areas of the site to receive fill,
or areas of the site at-grade where structures will be located, should be
proofrolled. The proofrolling operations should be performed using a 20-ton,
fully-loaded dump truck or another pneumatic-tire vehicle of similar size and
4
weight. The purpose of the proofrolling will be to locate any near-surface
pockets of soft or loose soils requiring undercutting. A Geotechnical
Engineer or experienced Soils Inspector should witness the proofrolling
operations and should determine which areas need further undercutting
and/or stabilization.
5.2
Fill Selection, Placement and Compaction
All material to be used as fill or backfill should be inspected, tested and
approved by the Geotechnical Engineer. In general, the on-site soils which
are free from organic and other deleterious components can be re-used as
general site fill. Materials suitable for various construction purposes can be
identified by an experienced Soils Inspector during grading operations.
Moisture conditioning (that is, wetting or drying) of the soils should be
anticipated to achieve proper compaction. The moisture contents of the soils
should be controlled properly to avoid extensive construction delays. If
imported fill material is required, those materials should have Unified Soil
Classifications of SM or better.
All fill should be placed in relatively horizontal 8-inch (maximum) loose lifts
and should be compacted to a minimum of 95 percent of the Standard
Proctor (ASTM D-698) maximum dry density. Fill materials in landscape and
other non-structural areas should be compacted to at least 90 percent of the
Standard Proctor maximum dry density if significant subsidence of the fill
under its own weight is to be avoided. Field moisture contents should be
maintained within 2 percentage points of the optimum moisture content in
order to provide adequate compaction.
Structural fill should extend a minimum of ten feet beyond building lines
where floor slabs are to be constructed on the fill. Fill slopes no steeper than
2(H):1(V), or flatter, should be used. A sufficient number of in-place density
tests should be performed by an experienced Engineering Technician on a
full-time basis to verify that the proper degree of compaction is being
obtained.
5.3
Foundation Evaluations
As stated previously, relatively soft and loose existing fill/possible fill
materials were encountered to estimated depths of 17+ ft to 18.5+ ft below
existing site grades at the site. As such, foundations for the proposed
structure will require special consideration. Footings should not be placed on
or over any existing fill materials.
Footings should not be constructed on or over any existing fill materials. As
such, it is recommended that the proposed structure be supported on a
5
deep foundation system consisting of either augered, cast-in-place
concrete piles or drilled shafts. Alternatively, it may be possible to utilize
alternative subgrade modification techniques (such as rammed-aggregate
piers) in order to provide a shallow foundation alternative for the structure. It
is recommended that the additional borings (that are to be drilled during the
final study once the existing structure has been removed) be drilled to
greater depths below existing site grades to be able to better evaluate the
most economical foundation system for the structure.
5.4
Ground-Supported Slabs
Floor slabs should be supported on approved, firm natural soils, or on new
compacted fill. The slab subgrade should be prepared in accordance with
the procedures outlined in Sections 5.1 and 5.2 of this report. In particular,
the slab subgrade should be heavily proofrolled to delineate any soft or
loose areas requiring undercutting and/or stabilization. Since relatively
soft/loose fill materials were encountered in the borings drilled during this
study, additional slab subgrade evaluation will be required during the final
study. It should be anticipated that the modification of slab subgrade
materials will be required at a minimum. Structurally supporting the slab may
also need to be considered.
It is recommended that the slab be directly supported on a minimum 4-inch
layer of clean granular materials such as washed sand, clean sand and
gravel, or screened, crushed stone. These materials will require acquisition
from an off-site source. A suitable moisture/vapor barrier (that is,
polyethylene sheeting) should also be provided. These procedures will
provide a moisture break that will help to prevent capillary rise, dampness of
the floor slabs and also help to cure the slab concrete. It is also recommend
that construction joints on the slab surface and isolation joints between the
slab and structural walls be provided (such that the slab would be groundsupported).
On most projects, there is a significant time lag between initial grading and a
point when the contractor is ready to pour the slabs-on-grade.
Environmental conditions and construction traffic often disturb the subgrade
soils. Provisions should be made in the construction specifications for the
restoration of the subgrade soils to a stable condition prior to the placement
of the concrete for the floor slabs.
5.5
Groundwater and Drainage
Groundwater levels were monitored in the open boreholes. The shallowest
groundwater encountered in the borings was located at a depth of 25.5+ ft
below existing site grades in the caved borehole at the location of Boring
B-5. Water that appeared to be perched within the existing fill materials
6
was encountered at a depth of 8.5+ ft in Boring B-4 and at a depth of 5.5+
ft in Boring B-5. It should be anticipated that additional water or perched
water will be encountered at varying depths across the site. The
magnitude of the impact of the water on construction will be dependent on
the foundation and slab alternatives selected.
Adequate drainage should be provided at the site to minimize any increases
in the moisture contents of the foundation soils. All pavement or parking
areas should be sloped away from the structure to prevent the ponding of
water around the building. The site drainage should also be such that run-off
onto adjacent properties is controlled properly.
6.0
REMARKS
This report has been prepared to aid in the evaluation of the site for the proposed
library construction. It is considered that adequate recommendations have been
provided to serve as a basis for preliminary site evaluation. Additional
recommendations can be provided as needed.
These preliminary analyses and recommendations are, of necessity, based on the
information made available to us at the time of the actual writing of the report and
the on-site conditions, surface and subsurface, that existed at the time the
exploratory borings were drilled. Further assumption has been made that the limited
exploratory borings, in relation both to the areal extent of the site and to depth, are
representative of conditions across the site.
If subsurface conditions are encountered which differ from those reported herein,
this Office should be notified immediately so that the analyses and
recommendations can be reviewed and/or revised as necessary. It is also
recommended that:
1.
We be given the opportunity to review any plans and specifications in order
to comment on the interaction of the soil conditions as described herein and
the design requirements.
2.
A Geotechnical Engineer or experienced Soils Inspector be present at the
site during the construction phase to verify installation according to the
approved plans and specifications. This is particularly important during
excavation, placement, and compaction of fill materials.
Please note that successful completion of the project is dependent on your
compliance with all of the recommendations provided in this report. While
represented separately, the recommendations represent work that is intertwined.
The successful completion of the project is specifically conditioned on your
complying with all recommendations.
7
Our professional services have been performed, our findings obtained, and our
recommendations prepared in accordance with generally accepted engineering
principles and practices. This warranty is in lieu of all other warranties either implied
or expressed. Hillis-Carnes Engineering Associates, Inc. assumes no responsibility
for interpretations made by others based on work or recommendations made by
HCEA.
8
APPENDIX
Figure 1: Project Location Map
Figure 2: Boring Location Plan
Subsurface Profile
Particle Size Distribution Reports
Records of Soil Exploration
Field Classification Sheet
9
HILLIS-CARNES
PROJECT LOCATION MAP
Scale: Reduced
Figure: 1
B-2
B-4
B-3
B-5
B-1
LEGEND:
SOIL BORING LOCATION
BORING LOCATION PLAN
DCPL - CAPITOL VIEW BRANCH LIBRARY
10975 Guilford Road, Suite A
Annapolis Junction, Maryland
(410) 880-4788
WWW.HCEA.COM
Fax: (410) 880-4098
5001 CENTRAL AVE, SE
WASHINGTON, DC
14465A
11/24/14
1" = 40'
1
WH
AM
MPJ
LOG OF BORINGS
DCPL Capitol View Branch
120
120
B-1
110
B-4
B-3
B-2
7
B-5
8
2
11
10
4
9
12
5
3
4
4
1
5
5
110
3
3
1
16
9
100
100
16
13
2
9
19
16
23
69
21
90
90
24
38
17
34
33
39
17
35
30
30
80
80
66
47
31
37
56
68
91+
50
85+
77+
70
70
81
90
67
86
60
67
60
Fill
Description not given for:
"O:"
"0O"
"FE"
"OZ"
Low-high plasticity
clays
Low plasticity
clay
Silty sand
Elevation in Feet
Elevation in Feet
28
#200
#140
#100
#60
#40
#30
#20
#10
#4
3/8 in.
½ in.
¾ in.
1 in.
1½ in.
2 in.
3 in.
6 in.
Particle Size Distribution Report
100
90
80
PERCENT FINER
70
60
50
40
30
20
10
0
100
10
1
0.1
0.01
0.001
GRAIN SIZE - mm.
% +3"
% Gravel
% Sand
0.0
0.0
83.7
SIEVE
PERCENT
SPEC.*
PASS?
SIZE
FINER
PERCENT
(X=NO)
3"
2"
1 1/2"
1"
3/4"
3/8"
#4
#10
#40
#100
#200
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
99.4
30.0
16.3
% Silt
% Clay
16.3
Material Description
Orange brown silty sand
PL= NP
Atterberg Limits
LL= NP
PI= NP
D90= 0.3594
D50= 0.2081
D10=
Coefficients
D85= 0.3332
D30= 0.1500
Cu=
USCS= SM
Classification
AASHTO= A-2-4(0)
D60= 0.2381
D15=
Cc =
Remarks
Moisture Content: 6.9%
* (no specification provided)
Location: B-1, S-9
Sample Number: 1
Date: 01/23/15
Depth: 33.5'-35.0'
HILLIS-CARNES
Annapolis Junction, MD
Client:
Project: DCPL - Capitol View Branch Library
Project No:
14465A
Figure
#200
#140
#100
#60
#40
#30
#20
#10
#4
3/8 in.
½ in.
¾ in.
1 in.
1½ in.
2 in.
3 in.
6 in.
Particle Size Distribution Report
100
90
80
PERCENT FINER
70
60
50
40
30
20
10
0
100
10
1
0.1
0.01
0.001
GRAIN SIZE - mm.
% +3"
% Gravel
% Sand
0.0
0.0
0.4
SIEVE
PERCENT
SPEC.*
PASS?
SIZE
FINER
PERCENT
(X=NO)
3"
2"
1 1/2"
1"
3/4"
3/8"
#4
#10
#40
#100
#200
100.0
100.0
100.0
100.0
100.0
100.0
100.0
100.0
99.9
99.7
99.6
% Silt
% Clay
99.6
Material Description
Red with brown fat clay
PL= 26
Atterberg Limits
LL= 64
PI= 38
D90=
D50=
D10=
Coefficients
D85=
D30=
Cu=
USCS= CH
Classification
AASHTO= A-7-6(45)
D60=
D15=
Cc =
Remarks
Moisture content: 18.4%
* (no specification provided)
Location: B-3, S-6
Sample Number: 2
Date: 01/23/15
Depth: 18.5'-20.0'
HILLIS-CARNES
Annapolis Junction, MD
Client:
Project: DCPL - Capitol View Branch Library
Project No:
14465A
Figure
HILLIS - CARNES
RECORD OF SOIL EXPLORATION
Project Name
Washington DC, SE
Location
MSL
Datum
Hammer Wt.
112.5
Surf. Elev.
ft
12/3/14
Date Started
Elevation/
Depth
Hammer Drop
Pipe Size
SOIL
SYMBOLS/
SAMPLE
CONDITIONS
140
30
2.0
Description
B-1
Boring No.
14465A
Job #
SAMPLER
lbs.
Hole Diameter
6"
in.
Rock Core Diameter
in.
Boring Method
Boring and Sampling
Notes
N/A
HSA
Rec. NM%
Foreman
M. Stawas
Inspector
W. Harris
1/2/15
Date Completed
SPT Blows
N
SPT Blows/Foot
Curve
10
16"
3-4-3
7
15"
4-3-2
5
18"
2-1-2
3
Mottled Light Gray/Dark RedBrown/Orange-Brown, moist, very
stiff CLAY with fine sand (CL)
Possible Fill
18"
3-7-9
16
Mottled Brown/Orange-Brown/Dark
Gray, moist, very stiff SILT with
clay and sand (ML) Possible Fill
7"
5-7-9
16
I
Light Brown, moist, very stiff CLAY
with silt, trace sand (CL)
18"
8-11-17
28
I
Gray with Yellow-Brown, moist,
very stiff sandy CLAY (CL)
18"
5-10-14
24
I
Brown/Gray, moist, very stiff silty
CLAY with sand (CL)
18"
7-12-18
30
Light Red-Brown to Gray, moist,
18"
16-30-36
66
I
110
I
5
I
Orange-Brown, moist, loose clayey
SAND with gravel. (SC) Possible
Fill
Gray/Orange-Brown, moist, soft
CLAY with sand and organics (CL)
Possible Fill
Light Brown, moist, soft CLAY with
silt and trace sand (CL) Possible
Fill
3" of Asphalt
2" of Stone
30
50
105
I
10
100
I
15
95
20
90
25
85
30
80
I
SAMPLER TYPE
DRIVEN SPLIT SPOON UNLESS OTHERWISE
SAMPLE CONDITIONS
D - DISINTEGRATED
AT COMPLETION
GROUND
WATER
ft.
Dry
CAVE IN
DEPTH
33.5
ft.
BORING METHOD
HSA - HOLLOW STEM AUGERS
66
PT - PRESSED SHELBY TUBE
I - INTACT
AFTER 24 HRS.
ft.
ft.
CFA - CONTINUOUS FLIGHT AUGERS
CA - CONTINUOUS FLIGHT AUGER
U - UNDISTURBED
AFTER
ft.
ft.
DC - DRIVING CASING
RC - ROCK CORE
L - LOST
HRS.
MD - MUD DRILLING
STANDARD PENETRATION TEST-DRIVING 2" O.D. SAMPLER 1' WITH 140# HAMMER FALLING 30": COUNT MADE AT 6" INTERVALS.
HILLIS - CARNES
Project Name
Washington DC, SE
Location
MSL
Datum
112.5
Surf. Elev.
ft
12/3/14
Date Started
Elevation/
Depth
140
Hammer Wt.
30
Hammer Drop
Pipe Size
SOIL
SYMBOLS/
SAMPLE
CONDITIONS
2.0
Description
B-1
Boring No.
14465A
Job #
SAMPLER
lbs.
Hole Diameter
6"
in.
Rock Core Diameter
in.
Boring Method
Boring and Sampling
Notes
N/A
HSA
Rec. NM%
Foreman
M. Stawas
Inspector
W. Harris
1/2/15
Date Completed
SPT Blows
N
SPT Blows/Foot
Curve
10
30
50
very dense silty SAND (SM)
35
75
Groundwater
encountered at 38.5
while drilling
I
40
17"
17-35-50/5"
85+
85+
18"
18-37-44
81
81
70
I
45
Bottom of boring at 45 ft
Boring backfilled with
grout and patched at
completion
65
50
60
55
55
60
50
65
45
SAMPLER TYPE
SAMPLE CONDITIONS
D - DISINTEGRATED
AT COMPLETION
GROUND
WATER
ft.
Dry
CAVE IN
DEPTH
33.5
ft.
BORING METHOD
I - INTACT
AFTER 24 HRS.
ft.
ft.
U - UNDISTURBED
AFTER
ft.
ft.
DC - DRIVING CASING
RC - ROCK CORE
L - LOST
HRS.
MD - MUD DRILLING
HILLIS - CARNES
Project Name
Washington DC, SE
Location
MSL
Datum
Hammer Wt.
111.25
Surf. Elev.
ft
1/6/15
Date Started
Elevation/
Depth
Hammer Drop
Pipe Size
SOIL
SYMBOLS/
SAMPLE
CONDITIONS
140
30
2.0
B-2
Boring No.
14465A
Job #
SAMPLER
lbs.
Hole Diameter
6"
in.
Rock Core Diameter
in.
Boring Method
Boring and Sampling
Notes
Description
N/A
HSA
Rec. NM%
Foreman
M. Stawas
Inspector
W. Harris
1/6/15
Date Completed
SPT Blows
N
SPT Blows/Foot
Curve
10
0
I
110
I
5
I
105
I
10
100
Orange-Brown/Dark Brown/Gray,
moist, loose clayey SAND with
gravel and organics (SC)
Possible Fill
Mottled Light Gray/Red-OrangeBrown/Dark Brown/Yellow-Brown,
moist, medium stiff sandy CLAY
(CL) Possible Fill
Dark Brown/Brown, moist, stiff,
sandy SILT with clay (ML)
Possible Fill
1" of Topsoil
Mottled Brown/Orange-Brown,
moist, very loose to medium dense
silty fine SAND with clay (SM)
Possible Fill
I
14"
2-3-5
8
13"
3-4-6
10
15"
3-5-7
12
17"
2-2-2
4
11"
4-6-7
13
30
50
15
95
I
Red-Brown with Light Gray, moist,
very stiff sandy CLAY (CL)
18"
7-8-11
19
I
Light Red-Brown, moist, dense silty
SAND (SM)
18"
5-16-22
38
18"
15-17-16
33
18"
7-17-30
47
20
90
25
85
I
30
80
Groundwater
Light Red-Brown, moist, dense to
SAMPLER TYPE
SAMPLE CONDITIONS
D - DISINTEGRATED
AT COMPLETION
GROUND
WATER
ft.
Dry
CAVE IN
DEPTH
30.5
ft.
BORING METHOD
I - INTACT
AFTER 24 HRS.
ft.
ft.
U - UNDISTURBED
AFTER
ft.
ft.
DC - DRIVING CASING
RC - ROCK CORE
L - LOST
HRS.
MD - MUD DRILLING
HILLIS - CARNES
Project Name
Washington DC, SE
Location
MSL
Datum
111.25
Surf. Elev.
ft
1/6/15
Date Started
Elevation/
Depth
140
Hammer Wt.
30
Hammer Drop
Pipe Size
SOIL
SYMBOLS/
SAMPLE
CONDITIONS
2.0
B-2
Boring No.
14465A
Job #
SAMPLER
lbs.
Hole Diameter
6"
in.
Rock Core Diameter
in.
Boring Method
Description
Boring and Sampling
Notes
very dense silty SAND with Light
Red-Brown clay seams (SM)
encountered at 35 ft
while drilling
N/A
HSA
Rec. NM%
Foreman
M. Stawas
Inspector
W. Harris
1/6/15
Date Completed
SPT Blows
N
SPT Blows/Foot
Curve
10
I
35
30
50
75
I
very dense silty SAND (SM)
18"
11-20-36
56
18"
25-41-49
90
40
70
I
45
65
90
completion
50
60
55
55
60
50
65
45
SAMPLER TYPE
SAMPLE CONDITIONS
D - DISINTEGRATED
AT COMPLETION
GROUND
WATER
ft.
Dry
CAVE IN
DEPTH
30.5
ft.
BORING METHOD
I - INTACT
AFTER 24 HRS.
ft.
ft.
U - UNDISTURBED
AFTER
ft.
ft.
DC - DRIVING CASING
RC - ROCK CORE
L - LOST
HRS.
MD - MUD DRILLING
HILLIS - CARNES
Project Name
Washington DC, SE
Location
MSL
Datum
Hammer Wt.
111.5
Surf. Elev.
ft
1/5/15
Date Started
Elevation/
Depth
Hammer Drop
Pipe Size
SOIL
SYMBOLS/
SAMPLE
CONDITIONS
140
30
2.0
Description
B-3
Boring No.
14465A
Job #
SAMPLER
lbs.
Hole Diameter
6"
in.
Rock Core Diameter
in.
Boring Method
Boring and Sampling
Notes
N/A
HSA
Rec. NM%
Foreman
M. Stawas
Inspector
W. Harris
1/5/15
Date Completed
SPT Blows
N
SPT Blows/Foot
Curve
10
I
110
I
5
I
10"
2-1-1
2
8"
2-2-2
4
10"
3-2-3
5
13"
3-2-2
4
Brown/Orange-Brown, very moist,
very loose clayey GRAVEL and
SAND (GC-SC) Possible Fill
3"
1-1-1
2
Red-Brown/Brown, moist, very stiff
CLAY with silt and trace to some
sand (CL-CH)
17"
4-7-9
16
18"
4-6-11
17
18"
13-17-22
39
18"
9-15-16
31
Orange-Brown, moist, very loose
clayey SAND with gravel (SC)
Possible Fill
Orange-Brown to Orange-Brown/
Yellow-Brown /Light Gray, moist,
soft sandy CLAY (CL)
Possible Fill
4" of Asphalt
2" of Stone
Orange-Brown, moist, very loose
clayey SAND (SC) Possible Fill
Groundwater
encountered at 13.5 ft
while drilling
30
50
105
I
10
100
I
15
95
I
20
90
I
25
85
I
30
dense to very dense silty SAND
(SM)
80
I
SAMPLER TYPE
SAMPLE CONDITIONS
D - DISINTEGRATED
AT COMPLETION
GROUND
WATER
ft.
Dry
CAVE IN
DEPTH
31.5
ft.
BORING METHOD
I - INTACT
AFTER 24 HRS.
ft.
ft.
U - UNDISTURBED
AFTER
ft.
ft.
DC - DRIVING CASING
RC - ROCK CORE
L - LOST
HRS.
MD - MUD DRILLING
HILLIS - CARNES
Project Name
Washington DC, SE
Location
MSL
Datum
111.5
Surf. Elev.
ft
1/5/15
Date Started
Elevation/
Depth
140
Hammer Wt.
30
Hammer Drop
Pipe Size
SOIL
SYMBOLS/
SAMPLE
CONDITIONS
2.0
Description
B-3
Boring No.
14465A
Job #
SAMPLER
lbs.
Hole Diameter
6"
in.
Rock Core Diameter
in.
Boring Method
Boring and Sampling
Notes
N/A
HSA
Rec. NM%
Foreman
M. Stawas
Inspector
W. Harris
1/5/15
Date Completed
SPT Blows
N
SPT Blows/Foot
Curve
10
30
50
35
75
I
18"
17-30-38
68
68
18"
22-30-37
67
67
40
70
I
45
65
completion.
50
60
55
55
60
50
65
45
SAMPLER TYPE
SAMPLE CONDITIONS
D - DISINTEGRATED
AT COMPLETION
GROUND
WATER
ft.
Dry
CAVE IN
DEPTH
31.5
ft.
BORING METHOD
I - INTACT
AFTER 24 HRS.
ft.
ft.
U - UNDISTURBED
AFTER
ft.
ft.
DC - DRIVING CASING
RC - ROCK CORE
L - LOST
HRS.
MD - MUD DRILLING
HILLIS - CARNES
Project Name
Washington DC, SE
Location
MSL
Datum
Hammer Wt.
111.75
Surf. Elev.
ft
1/5/15
Date Started
Elevation/
Depth
Hammer Drop
Pipe Size
SOIL
SYMBOLS/
SAMPLE
CONDITIONS
140
30
2.0
B-4
Boring No.
14465A
Job #
SAMPLER
lbs.
Hole Diameter
6"
in.
Rock Core Diameter
in.
Boring Method
Boring and Sampling
Notes
Description
N/A
HSA
Rec. NM%
Foreman
M. Stawas
Inspector
W. Harris
1/5/15
Date Completed
SPT Blows
N
SPT Blows/Foot
Curve
10
I
110
I
5
I
105
16"
2-4-7
11
17"
6-5-4
9
18"
2-1-2
3
17"
WOH/12"-1
1
Gray/Yellow-Brown, moist, medium
stiff CLAY with sand (CL) Possible
Fill
15"
3-4-5
9
Red-Brown/Light Gray to Red
Brown, moist, very stiff to hard
sandy CLAY (CL)
18"
4-8-15
23
18"
6-14-20
34
18"
5-7-10
17
18"
7-11-26
37
Orange-Brown/Red-Brown/Gray,
moist, stiff sandy CLAY with gravel
(CL)
Possible Fill
Gray with Yellow-Brown, moist,
medium stiff CLAY (CL)
Possible Fill
Red-Brown with Gray to Gray,
moist to wet, very loose silty SAND
(SM)
Possilbe Fill
I
10
4" of Asphalt
No Stone
Encountered
Groundwater
while drilling
30
50
100
I
15
95
I
20
90
I
25
85
I
30
80
I
SAMPLER TYPE
SAMPLE CONDITIONS
D - DISINTEGRATED
AT COMPLETION
GROUND
WATER
ft.
Dry
CAVE IN
DEPTH
30.5
ft.
BORING METHOD
I - INTACT
AFTER 24 HRS.
ft.
ft.
U - UNDISTURBED
AFTER
ft.
ft.
DC - DRIVING CASING
RC - ROCK CORE
L - LOST
HRS.
MD - MUD DRILLING
HILLIS - CARNES
Project Name
Washington DC, SE
Location
MSL
Datum
111.75
Surf. Elev.
ft
1/5/15
Date Started
Elevation/
Depth
140
Hammer Wt.
30
Hammer Drop
Pipe Size
SOIL
SYMBOLS/
SAMPLE
CONDITIONS
2.0
Description
B-4
Boring No.
14465A
Job #
SAMPLER
lbs.
Hole Diameter
6"
in.
Rock Core Diameter
in.
Boring Method
Boring and Sampling
Notes
N/A
HSA
Rec. NM%
Foreman
M. Stawas
Inspector
W. Harris
1/5/15
Date Completed
SPT Blows
N
SPT Blows/Foot
Curve
10
30
50
35
75
I
40
Light Red-Brown/Gray to Gray,
moist, dense to very dense silty
SAND (SM)
17"
16-41-50/5"
91+
91+
18"
22-37-49
86
86
70
I
45
65
completion
50
60
55
55
60
50
65
45
SAMPLER TYPE
SAMPLE CONDITIONS
D - DISINTEGRATED
AT COMPLETION
GROUND
WATER
ft.
Dry
CAVE IN
DEPTH
30.5
ft.
BORING METHOD
I - INTACT
AFTER 24 HRS.
ft.
ft.
U - UNDISTURBED
AFTER
ft.
ft.
DC - DRIVING CASING
RC - ROCK CORE
L - LOST
HRS.
MD - MUD DRILLING
HILLIS - CARNES
Project Name
Washington DC, SE
Location
MSL
Datum
Hammer Wt.
111.0
Surf. Elev.
ft
12/31/14
Date Started
Elevation/
Depth
Hammer Drop
Pipe Size
SOIL
SYMBOLS/
SAMPLE
CONDITIONS
140
30
2.0
B-5
Boring No.
14465A
Job #
SAMPLER
lbs.
Hole Diameter
6"
in.
Rock Core Diameter
in.
Boring Method
Boring and Sampling
Notes
Description
N/A
HSA
Rec. NM%
Foreman
M. Stawas
Inspector
W. Harris
12/31/14
Date Completed
SPT Blows
N
SPT Blows/Foot
Curve
10
110
I
I
5
I
105
14"
3-3-2
5
8"
2-2-1
3
16"
1/12"-1
1
11"
3-4-5
9
Red-Brown/Brown, very moist, very
dense silty SAND with gravel (SM)
Possible Fill
18"
22-45-24
69
Light Brown/Orange-Brown to
Mottled Light Gray/Dark RedBrown/Orange-Brown, moist, very
stiff to hard CLAY with silt and
trace sand (CL)
14"
7-8-13
21
18"
13-17-18
35
18"
9-13-17
30
18"
18-22-28
50
Mottled Dark Brown/Red-Brown
Dark Gray, moist, very loose silty
SAND with no to trace clay(SM)
Possible Fill
3" of Asphalt
2" of Stone
Dark Brown/Red-Brown/Dark Gray,
moist, soft to very soft CLAY with
sand (CL)
Possible Fill
Groundwater
I
30
50
10
100
I
15
69
95
I
20
90
I
25
85
I
30
80
I
SAMPLER TYPE
SAMPLE CONDITIONS
D - DISINTEGRATED
AT COMPLETION
GROUND
WATER
25.2 ft.
CAVE IN
DEPTH
37.3
ft.
BORING METHOD
I - INTACT
AFTER 24 HRS.
ft.
ft.
U - UNDISTURBED
AFTER
ft.
ft.
DC - DRIVING CASING
RC - ROCK CORE
L - LOST
HRS.
MD - MUD DRILLING
HILLIS - CARNES
Project Name
Washington DC, SE
Location
MSL
Datum
Hammer Wt.
111.0
Surf. Elev.
ft
12/31/14
Date Started
Elevation/
Depth
140
30
Hammer Drop
Pipe Size
SOIL
SYMBOLS/
SAMPLE
CONDITIONS
2.0
Description
B-5
Boring No.
14465A
Job #
SAMPLER
lbs.
Hole Diameter
6"
in.
Rock Core Diameter
in.
Boring Method
Boring and Sampling
Notes
N/A
HSA
Rec. NM%
Foreman
M. Stawas
Inspector
W. Harris
12/31/14
Date Completed
SPT Blows
N
SPT Blows/Foot
Curve
10
30
50
dense to very dense silty SAND
(SM)
35
75
I
11"
27-50/5"
77+
77+
18"
15-28-39
67
67
40
70
I
45
Bottom of Boring at 45 ft
65
completion
50
60
55
55
60
50
65
45
SAMPLER TYPE
SAMPLE CONDITIONS
D - DISINTEGRATED
AT COMPLETION
GROUND
WATER
25.2 ft.
CAVE IN
DEPTH
37.3
ft.
BORING METHOD
I - INTACT
AFTER 24 HRS.
ft.
ft.
U - UNDISTURBED
AFTER
ft.
ft.
DC - DRIVING CASING
RC - ROCK CORE
L - LOST
HRS.
MD - MUD DRILLING
HILLIS-CARNES
ENGINEERING ASSOCIATES, Inc.
10975 Guilford Road, Suite A  Annapolis Junction, Maryland 20701
Phone: (410)880-4788  Fax: (410)880-4098
Description of Soils – per ASTM D2487
Major Component
Component Type
Coarse-Grained Soils,
More than 50% is
retained on the No. 200
sieve
Fine Grained Soils,
More than 50% passes
the No. 200 sieve
Highly Organic Soils
Component Description
Symbol
Gravels – More than 50% of the coarse
fraction is retained on the No. 4 sieve.
Coarse = 1” to 3”
Medium = ½” to 1”
Fine = ¼” to ½”
Sands – More than 50% of the coarse
fraction passes the No. 4 sieve.
Coarse = No.10 to No.4
Medium = No. 10 to No. 40
Fine = No. 40 to No. 200
Silts and Clays
Liquid Limit is less than 50
Low to medium plasticity
Clean Gravels <5%
Passing No. 200 sieve
Gravels with fines, >12%
Passing the No. 200 sieve
GW
GP
GM
GC
Well Graded Gravel
Poorly Graded Gravel
Silty Gravel
Clayey Gravel
Clean Sands <5% Passing
No. 200 sieve
Sands with fines, >12%
Passing the No. 200 sieve
SW
SP
SM
SC
Well Graded Sand
Poorly Graded Sand
Silty Sand
Clayey Sand
Inorganic
ML
CL
OL
Silts and Clays
Liquid Limit of 50 or greater
Medium to high plasticity
Inorganic
Silt
Lean Clay
Organic silt
Organic Clay
Elastic Silt
Fat Clay
Organic Silt
Organic Clay
Peat
Organic
Organic
Primarily Organic matter, dark color, organic odor
Proportions of Soil Components
Component
Form
Noun
Adjective
Some
Trace
With
MH
CH
OH
Description
Sand, Gravel, Silt, Clay, etc.
Sandy, silty, clayey, etc.
Some sand, some silt, etc.
Trace sand, trace mica, etc.
With sand, with mica, etc.
PT
Particle Size Identification
Approximate percent
by weight
50% or more
35% to 49%
12% to 34%
1% to 11%
Presence only
Particle Size
Boulder
Cobble
Gravel
Sand
Silt/Clay (fines)
Cohesive Soils
Field Description
Easily Molded in Hands
Easily penetrated several inches by thumb
Penetrated by thumb with moderate effort
Penetrated by thumb with great effort
Indented by thumb only with great effort
Group Name
Particle dimension
12” diameter or more
3” to 12” diameter
¼” to 3” diameter
0.005” to ¼” diameter
Cannot see particle
Granular Soils
No. of SPT
Blows/ft
0–3
4–5
6 – 10
11 – 30
Greater than 30
Consistency
Very Soft
Soft
Medium
Stiff
Hard
No. of SPT Blows/ft
Relative Density
0–4
5 – 10
11 – 30
31 – 50
Greater than 50
Very Loose
Loose
Medium Dense
Dense
Very Dense
Other Definitions:







Fill: Encountered soils that were placed by man. Fill soils may be controlled (engineered structural fill)
or uncontrolled fills that may contain rubble and/or debris.
Saprolite: Soil material derived from the in-place chemical and physical weathering of the parent rock
material. May contain relic structure. Also called residual soils. Occurs in Piedmont soils, found west of
the fall line.
Disintegrated Rock: Residual soil material with rock-like properties, very dense, N = 60 to 51/0”.
Karst: Descriptive term which denotes the potential for solutioning of the limestone rock and the
development of sinkholes.
Alluvium: Recently deposited soils placed by water action, typically stream or river floodplain soils.
Groundwater Level: Depth within borehole where water is encountered either during drilling, or after a
set period of time to allow groundwater conditions to reach equilibrium.
Caved Depth: Depth at which borehole collapsed after removal of augers/casing. Indicative of loose
soils and/or groundwater conditions.

DCPL-2016-R-0024 Attachments J.14

Transcription

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