8801_ROSCANS_1979

DEP'TH DESC:RIPTI( • n ~
0
3"
Residual-Very Stiff Green l3rown
to Medium Sandy Silt (MH)
Fine
Elev., Ft.
2170±. 0
2165 1 6.0 -
Residual-Very Stiff Brown
f
11.0
!
1
rJ 20.0
1
ml
r
r
Green Tan
Fine Sandy Silt (Ml-I)
-------
Residual-Very Stiff to Hard Gray
Tan Fine to Medium Sandy Silt
(MH)
Boring Terminated at 20.0 Ft.
No Groundwater Encountered
After 24 Hours
*Topsoil
BORING AND SAMPLING MEETS ASTM 0·1516
CORE DRILLING MEETS ASTM 0·2113
2160
-
2155
2150
K
') .,
PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER
FALLING 30 IN, REQUIRED TO DRIVE 1.4 IN. I. D. SAMPLER 1 FT.
~ UNDISTURBED SAMPLE
I 10 I% ROCK CORE R~COVERV
WATER TABLE, 24 HR.
WATER TABLE, 1 HR.
LOSS 01" DRILLING WATER
e (,£TRATION·BLOWS PER FT.
10 20 JO 40 60 8) 0 0
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t
~
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TESi BOfU~JG Rt!CORD
BO R I NG NO. ___ F· .;...;;\;..;-5;,,_ __ _
DAT E DRILLED 2-5-79
CH 4224 NO. JOB
PAGE_l_oF __ I_
LAW' ENGINEERING TESTING COMPANY
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/.:
STATE OF NORTH CAROLINA
DEPARTMENT OF HUMAN RESOURCES
P.O. Box 2091 Raleigh 27602
PERMIT NO. 88-01
SOLID WASTE MANAGEMEN.T
PERMIT
Olin Corporation is hereby issued a pennit to
operate a Sanitary Landfill
located on SR1504, Brevard Township, Transylvania County in accordance
>; with Article 13B of the General Statutes of North Carolina and al_l rules promul-
gated thereunder. The facility is located on the below described property.
. Beginning at a concrete monument, corner on the common boundary separating
i:fh~ John W. 'Montieth, Jr. property, as described in Deed Book 124 Page 298, and
q.Jlin Coxporation property, as shown on map recorded in Plat File 1 Page 22A,
~ecords of the Register of Deeds Office of Transylvania County, North Carolina,
~aicl coxner being number 39 on Olin Corporation map, and runs thence N 70°08' 34"W
~700.00 feet to a point; thence S 19°Sl'26"W 1116.79 feet to a point; thence S83°
J 38;34"E 971.79 feet to a point; thence N 19°51'26"E 940.00 feet to a point on the
· ~ommon boundary between John W. Montieth, Jr. and Olin Corporation, said point
eing N 81°41'45"W 245.00 feet from corner number 38 on Olin Corporation map;
~ t hence ll 81°41 '45"W 250.00 feet to the beginning; containing 21.9 acreas more or
x ess.
·111 ;_; gl\ 1-{ • 1T
1tl s on , M • D • -=. i Di re'c t <ir
1Divis .i<in of Health Services
l
j DHS F e>r,i 2871 (7/79)
j Solid
Head ,-·::.-.<'~ry·
Solid & Hazardous Waste Management
Program
Sanitary Eng ineering Section
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STATE OF NORTH CAROLIN
JAMES B. HUNT, JR.
GOVERNOR DEPARTMENT OF HUMAN RESOU
Division of Health Services
H H . TILSON. M.D.
SARAH T. MORROW, M.D .. M.P.H.
SECRETARY
P. 0. Box 2091 Raleigh 27602
Mr. R.J. Gussman, Director
Environmental Control and
Industrial Hygiene
Pisgah Forest, NC 28768
Dear Mr. Gussman;
June 15, 1979
DI RECTO"
Enclosed is a copy of the plans for disposal of fly ash at the Brown #2
site in Transylvania County.
The plans are approved as submitted
permit should be issued within 60 days.
sylvania County Register of Deeds office
Management Rules".
and permit #88-01 is issued. The
It should be recorded in the Tran-
to comply with the "Solid Waste
Under "Section .0117 Variances" of the rules, a variance of daily cover
is permitted.
This permit is issued under existing North Carolina solid and hazardous
waste standards. If regulations become more striengent for management of
fly ash, then this permit may require modification to meet these standards.
If this office can be of further assistance, please advise.
WLM:jk
Enclosure
cc: Mr. J.W. Moore
Respectfully,
~~~~ental Engineer
Solid Waste & Vector Control Branch
Sanitary Engineering Section
ENVIRONMENTAL CONTRO[
JUN 25 1979
RECEIVED
\
PROPOSED
FLY ASH LANDFILL
OPERATION
OLIN CORPORATION PROPERTY
BROWN 112
TRANSYLVANIA COUNTY, NORTH CAROLINA
OLIN CORPORATION
PISGAH FOREST, N.C.
MARCH 19, 1979
\
Prepared By:
R. J. Gussman
·,, .... ;-~·;-.'· ·.:·· ·-<-'--<-.-.-::·. ::.C,-:,,·~
' '
DESCRIPTION
The Olin Corporation owns a tract of land situated on N.C. Route
No. 1504 in Transylvania County, North Carolina. This tract of
land is the area directly north of 'the Aeration Basin and west of
the sludge disposal area. The proposed disposal site is comprised
of a three acre wooded knoll and approximately three acres of grassed
bottom land. The bottom area has been used as a spoil area for waste
and/or unsuitable material from the construction of the Aerated Stabi-
lization Basin. The area to be used for the disposal fill is boundaried
on the west by a drainage ditch, on the south side by the north dike of
the Aeration Basin, and on the north side by the power service line to
the Olin Plant. The east side of the area extends up the side of the
ridge to approximately the 2180 contour. Currently,ruins of two resi-
dences and several outbuildings are on the site. These ruins will be
removed and covered over.
This site is presently useless to the owner. We, therefore, propose to
construct a fly ash landfill on this site. It is estimated that this
fill area contains between 259,000 and 270,000 cubic yards of available
volume and should permit eig~t to ten years of operation. It is proposed
that the Olin Corporation fill this area with fly ash from the operation
of its coal fired power boilers located at the Pisgah Forest site.
Basically, this disposal area will be developed by constructing a settling
pond in the southwest corner of the site. The approximately nine foot
high confining dike will be constructed of material excavated from the
on-site hillside. Diversion ditches will be constructed around the perim-
eter of the site to channel surface run off water away from the disposal
area. Soil used for cover of the fly ash will be excavated from the
-·--·-'i :.,.::-. .. ···. · ... >~-~ "//) .. ,. · ..
> •
DESCRIPTION
hillside ahead of the fly ash placement in such a way as to limit
the amount of fly ash exposed at any given time. The contractor·
who will be responsible for hauling the fly ash and placing it in
the fill area is the M & M Grading Contractors, Inc. The President
and Chief Operating Officer of this company is Mr. Vernon McCall.
Entrance to this disposal area will be restricted.
Page 2
This site was inspected by Mr. J. W. Moore, Jr. of the North Carolina
Department of Human Resources on May 3, 1978. A copy of Mr. Moore's
inspection sheet is appended hereto as Attachment I.
Attachment II is a copy of a portion of U.S.G.S. Map AMS 4454 I SW-
Series V842, Pisgah Forest, North Carolina quadrangle. This map shows
the location of the proposed site and its relative proximity to N.C.
Route No. 1504 and N.C. Route No. 1518. Attachment III is a copy of
the field and laboratory test results performed on the fly ash material
by Froehling and Robertson, Inc. Attachment IV is a copy of the soil
test borings drilled in the proposed fly ash disposal area. Attachment
Vis a copy of the fly ash leachate analysis. Attachment VI is a pre-
liminary sketch showing the proposed fill site relative to our Aeration
Basin.
' .
' Page 3
OPERATING PIAN
Prior to assembling an operating plan for this disposal site, the·
engineering firm of Froehling and Robertson, Inc. was retained to
conduct a study to determine the maximum safe slope angle for fly
ash. A copy of their results is contained in Attaclunent III. Also,
a subsurface investigation of this area was completed by the Law
Engineering Testing Company. Their results, Attaclunent IV, combined
with other data indicates the site's suitability for use as a fly
ash disposal area. To determine the chemical characteristics of the
fly ash itself, an analysis of the fly ash as to its ignitability,
corrosiveness, reactivity, and toxicity, as defined in 40 CFR Part 250,
Subpart A of the proposed Hazardous Waste Guidelines Regulations was
made.
Fly ash is a solid material and is not liable to cause fires through
friction, absorption of moisture, spontaneous chemical changes, or
retain heat. Therefore, according to the above proposed regulation,
it is not considered to be ignitable. The fly ash leachate has a pH
between 3 and 12 and is, therefore, not considered corrosive. Further-
more, fly ash is normally considered to be inert and relatively innoc-
uous. It does not generate any fumes or react chemically in a violent
manner. From the impact and shear tests conducted by Froehling and
Robertson, Inc., it is considered to be stable to mechanical shock.
From the above, it is therefore considered not to be reactive.
According to the definition contained in the above mentioned proposed
regulation, a solid waste is a hazardous waste if the extract obtained
from applying the extraction procedure contains a concentration of a
contaminant that exceeds ten times the Environmental Protection Agency's
Page 4
OPERATING PI.AN
National Interim Primary Drinking Water Standards for that substance.
This extraction procedure was conducted on a representative sample of
fly ash generated by the Pisgah Forest facility. The analysis of the
resultant leachate shows that the contaminant concentrations were less
than the proposed standard. A copy of this analysis is appended in
Attaclunent V.
Because of the above test results, it was determined that our present
methods of fly ash landfill operation were satisfactory and should be
continued in the new proposed disposal site. In order to make this
site ready for use as a fly ash disposal area, a new all weather access
road will be constructed from the present all weather road located direct-
ly east of the proposed site. This road will allow transportation of the
fly ash containing vehicles to either Brown No. 1 or Brown No. 2 disposal
sites as is deemed appropriate. Part of the area planned for the fill
will be cleared, a suitable silt settling pond,and outlet works will be
constructed, intercepted ditches will be cut along the east side of the
fill area so that surface runoff is not routed through or across the fly
ash field. The settling basin, as shown in Attachment VI, will be con-
structed in the flat area near the north dike of the aeration basin.
The darn for the settling pond is to be constructed of selected material
from the fill site.
The access road is to be basically an all weather road with adequate
crown and side ditches to assure durability. This road will provide
access to permit building the fill from the high side of the site to
the settling pond. By constructing the fill in this manner, runoff can
be effectively routed away from the fill and toe ditches can be maintained
Page 5
OPERATING PIAN
in front of the fill as it progresses. These toe ditches, graded
level, tend to permit early settling of fly ash in the surface water
and, thereby, reduce the solids load to the settling pond.
As the fly ash fill progresses and as it becomes necessary, the fill
is to be soil covered and grassed. The final slopes of the fly ash
field are to be not steeper than 2-1/2 to 1.
The disposal site is to be constructed by dumping and spreading. No
compactive effort other than truck or equipment traffic will be used
to consolidate the fill. Each lift will be approximately ten feet in
height. Interceptive ditches will be used at all times to prevent sur-
face runoff from reaching the fill. Toe ditches will be constructed and
maintained in front of the toe of the fly ash fill. No erosion is an-
ticipated. The contractor who hauls fly ash for Olin does own a cater-
pillar bulldozer which can be used on this site when leveling operations
are necessary. Even though this site will receive fly ash only, which
is generated on a dry basis, the fly ash will be wetted prior to leaving
the Olin Plant site and when placed in the landfill is not expected to
create dust.
This area is not within the bounds of a public water supply watershed and
it is not within the flood plain of any known water course. It is approx-
imately 2200 feet from the Davidson River, which is the nearest flowing
stream. It is also approximately 600 feet from the near.est private welL
.: . ~ -,~' r;:
'. Page 6
SUMMARY
In summary, the proposed operation consists of the construction
of a silt settling pond and a fly ash disposal site. Inert fly
ash is planned to be used for the fill material. The ground within
the grassed bottom land is not to be disturbed prior to commencement
of filling for other than removal of large trees. As the fly ash fill
is constructed, it is to proceed so that it can be brought to final
configuration, soil covered, and grassed. No more than one acre of
fly ash fill surface is expected to be exposed at any one time. Upon
completion, the entire fill area will be covered with a minimum of
twelve inches of soil.
RJG/bh
attachments
N. C. STATE BOARD OF HEALTH
CHECK-OFF SHEET FOR PROPOSED SANITARY LANDFILL SITES
COUNTY ~4/tl. LOCATTONf/.&12 tuefa:/-4'11.11 ACRES t I/
p ROPERTY OWNER __ a .... --· ..,..//--"-.... h----------t,;:ROPOSED OPERATOR _-40"-l,iC...,,L../_,...o:;Y;._,/e-. _______ _
1, Is this site within the boundaries of a public water supply
watershed?
2. Does any portion of this site contain floodplain areas?
YES
YES
3. Are there public or p~va~~1,/1;' nearby that could be affected? YES
Nearest well in feet . (Elaborate in Corrnnents Section)
Are there springs present o the site? Number YES 4.
5, Will this site require dyking? YES
6, Will this site require pipin~ of surface drainage? YES
7. Not precluding required boring inFormation, does this site have
adPquate cover material for the sanitary landfill development? YES
8. Will this site require diversion of suri:"ace wate1/1 . I i} YES
Receiving stream for surface drainage from site ~<bl !JJ/cl!JY
t--
1::::::::
~ v
Will this site require extensive preparation, such as clearing? YES---'==-~-
(Elaborate in Corrnnents Se~tion)
9. ~
NO
NO
NO
NO
NO
NO
NO
NO
NO
10, Will this site require a new all· weather access road?
(Elaborate in Comments Section)
YES t.-""' NO
v
v-
v
L--
11. Evaluate the following: POOR GOOD EXCELLENT.
12.
13.
14.
15.
A. Surface soil conditions as related to cover requirements f.-/'
B. Location as related tc population density
C. Accessibility to users
Based on the observations made above and otherwise, do you recommend that the requestor
proceed with the requirements of Secti0n IX of the North Carolina State Board of Health
"Rules and Regulations Providing Standards for Solid Waste Dispo~al''?
YES V NO
COMMENTS: (Include any requirements noted by you for the sanitary landfill development
and operation)
Number of borings recommende~r a representative sampling of the site
Percent of usable land /tJtJ z.tL Include sketch of sit2 on back of this form.
D
th
Waste
SBH FORM 1350 (1/72)
Sanitary Engineering ~
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FROEHLIN~ & ROBERTSON, INC. '-
INSPECTION ENGINEERS • CH EM I ST S • BA CTER IO LOG I ST S
C:AILl ADDllSS-",ROEHllNG"
I 8 8 I
Matheson, Hintz & Associates,Inc.
Rt. 2, Box 2 86
Fletcher, North Carolina 28732
Attention: Mr. Abernathy
Asheville, N.C.
M~y 13, 1977
Subject: Fly-Ash Containment, Olin Corporation
Pisgah Forest, N.C.
Gentlemen:
MAIN OFFICE ANO LAIO-,\IOAl(S
,. o. 101 us:•.••• wur ,.._,, 111,n
IICMM0J,f0, yi1<;1HIA JJJ61
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WAINl'°IQTON, IA\111"1011 ...... v,u1. IOAHOt:I. 14Y11'1Vllll
A,INIYI\\I
The field and laboratory test results performed on the fly-
ash materials by Freehling & Robertson, Inc. have been forwarded
to me for evaluation. The objective, as explained to me, is to
determine a safe slope angle for the waste deposit which will be
piled and contained in a natural ravine.
According to the laboratory reports enclosed herewith, in-
cluding an undrained triaxial shear test on a nominally compacted
sample, the internal friction, or "0 angle" is s· with cohesive,
or "c-strength" of 2. 5 PSI. The angle of repose on the dust-dry
material was measured at 45", similiar to fine dry uniform sand.
Accordingly, I recommend establishing a maximum slope of
about 22· from horizontal. This is approximately an incline of 2-
Horizontal to 1-Vertical. This comes out to about one-half the
angle of repose, which is a good rule-of-thumb for low-cohesive,
fine-grained materials.
It should be noted that the low 0'-angle of the compacted
material indicates that the mat~rial could flow easily if super-
saturated. Also that the high percentage of sub-sieve size
particles can result in substantial erosion from the elements, es-
pecially if very dry. The cohesion between particles depends upon
constant moisture.
If I can be of further assistance, you can notify me through
our Asheville office. \
Respectfully submitted,
FROEHLING & ROBE~TSON, INC.
~1~. -1a1!:rV-::;.;:f
Engineering Consultant
MHW:cs
Mhlltl: .t. ... ,rlu• S~l,,y f,, ht•l•t M,1,r1,1, • A,.,,1c,.. C••u1t1 h11ll1v11 • A,..,,/c,_ Ca1u1dl ef h1cfn1J1ll111t l•1t•rtl1tltt • Yf,tl•la Act4e"" -' Scloce • Yhtl•I• lwcl 1111111,rt ,ln.-c.ltllM • l•..,Mi••• Auedtll•" ,1 ,,,_.,, I l11cfv11ty • jec.1,ty le, M1-A1iluhv1ll•1 fut1111 • 't'l,9i11l1 51,1, Clri,..,bu ti c • ..,,..,,c,
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Made For:· · Olin, Jrporat ion ,
c/o Matheson, Hintz & Associates, Inc.
Fletcher, N. c.
Project: Fly-Ash Containment, Olin Corporation
Pisgah Forest, N.C.
0 0 0 0
Grain Size Analysis (Hydrometrical) of Fly-Ash
coarse particles (Clinker, + No. 10 Std. sieve)
Medium particles (passing No.10, Retained No. 40)
Fine Particles (passing No. 40, Retained _No. 200)
Sub-Sieve Sized particles (-0.05mm to 0.005mm)
Sub-Sieve (Airfloat) Particles (Smaller than .005mm)
Unconsolidated Undrained Triaxial Shear
Note: Remolded sample
Dry Density: 65.0 PCP
Moisture: 25% -30%
Angle Internal Friction¢:
Apparent Cohesion (c):
A.~gle of Repose: 45·
s·
2.5 PSI
1.6%
0.3%
11.1%
82 .0%
5.0%
Note: Dry material passing No. 10 std. Sieve passed through
Std. cone, (as in sand test) •
. . . .. . .
In-Place Density Tests (Fly--Ash)
Test Location Percent Dry .. Number Moisture Densitz
1 From Truck Bed 14.2% 31.6 PCF 2 On Surface 31.8% 37 .4 PCF
3 5' Depth 28.3% 53.7 PCF 4 10' Depth 23.1% 55.2 PCF
5 15 I Depth 20.6% 56.5 PCF
I 8 8 I
FRO EHL IN{; & ROBERTSON, INC.
INSPECTION ENGINEERS • CHEMISTS • BACTERIOLOGISTS
CAIL( AOOUSS-HfROEHLING"
AE 14113
Asheville, N.C.
May 9, 1977
REPORT OF INPLACE DENSITY TESTS (FLY ASH)
Made For: The Olin Corporation
Project:
c/o Matheson, Hintz & Associates, Inc.
Rt. 2 -Box 2 86
Fletcher, N.C. 28732
Olin Corporation
Land Fill (Fly Ash)
Pisgah Forest, N.C.
MAIN OFF1C( ANO LAIO•ATOl ti
,. 0. IOI JIJJ• 11, ""I\' .1, .. ~·111·
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'NONI t I• JOJ 1
l~ANCH LAIORAT0~1B
NOl,01._, CM"l.f\Oflf 14\l·G•
WASNl,.GfO/llf l.111 ¥('1•
e1IINYIUI, IOA.Ho .. ,. IA.Yl'TIYq\,
AINIV•HI
Date Tested: Apri 1 13, 1977 Drillers: Rhymer & Oliveira
Results:
Test
Number
1
2
3
4
5
TB:cs
Location
From Truck
On Surface
5' Depth
10' Depth
15' Depth
CC: F & R -Richmond
Bed
Percent Dry
Moisture Density
14 .2% 3 lo 6 PCF
31.8% 37.4 PCF
28.3% 53.7 PCF
23.1% 55.2 PCF
20.6% 56.5 PCF
Respectfully submitted,
FROEHLING & ROBERTSON, INC.
By_::r:Y27:7?7/c' £, ,.{j~
Tommie Bridges O
Mr. Madison H. Woodward, PE-Greenville
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ltrltSfNflO IN "'"'•••c,• Wee,t •••••••••• An•,1,,1 .. , A11e,ct,,1 ... el _..,•"•II r,.l•t full••'••'''' • .,..,.,;,,111 w,,., w .... ,.,..,1,t1-• A-•••••• C•,,..:1,1 tecl,,,, • ,..,...,1,•• ,.,-,;, w.,11111 •n•••••·-• '••••·••
OLIN CORPORATION
LAND FILL (FLY ASH) -PISGAH FOREST, N.C.
LABORATORY DATA
Results of Gradation and Hydrometer Analysis
Grain Size Distribution %
Gravel (+ #10 Sieve) 1.6
Coarse Sand (#10-#40 Sieve) 0.3
Fine Sand (#40-#200 Sieve) II.I
Silt (#200 Sieve-0.00Srnm) 82,0
Clay (-0.005rnm) 5,0
Sample Remolded at 65 PCF± (Dry Density)@ 25-30% Moisture
Results of Unconsolidated Undrained Triaxial Shear Test
Angle of Internal Friction
Apparent Cohesion
Angle of Repose
(~) = 30
2.5 PSI
Material was screened through #10 sieve to break up bulk and dropped
through a large funnel. The material "piled up" at an angle of 40° to 50°
with the horizontal.
Angle of repose -45°±
LAW ENGINEERlNG TESTING COMPANY
REPORT OF SUBSURFACE INVESTIGATION
BROWN NO. 2 FLY ASH DISPOSAL SITE
PISGAH FOREST, NORTH CAROLINA
LETCo. Job No. CH 4224
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Brown No. 2 Fly Ash Disposal Site
Pisgah Forest, North Carolina
, ; : LETCo .. Job No. CH 4224'
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Charlotte, N. C.
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LAW ENGINEERING TESTING COMPANY
Olin Corporation
Ecusta Paper Division
P. 0. Box 200
Pisgah Forest, North Carolina 28768
Attention: l\fr. Jack Garren
Engineering Department
February 21, 1979
Subject: Report of Subsurface Investigation
Brown No. 2 Fly Ash Disposal Site
Pisgah Forest, North Carolina
LETCo. Job No. CH 4224
Gentlemen:
As authorized by your purchase order number PE 13771 dated January, 1979,
Law Engineering Testing Conipany has completed a subsurface investigation for the subject
project. This report describes the work done and presents the results obtained, aloag
with a description of the subsurface conditions encountered. It is-beyond the scope of
this report to evaluate the site's suitability for use as a fly ash disposal site.
Site and Project Information
Our understanding of the project, requirements is based on a site visit and a meeting
with your Mr. Garren and Mr. Jim Smith of this office on December 8, 1978. The proposed
Brown No. 2 fly ash disposal site is located north of the existing aeration basin and west of
the sludge disposal site on Olin Corporation property at Pisgah Forest, North Carolina. Approxi-
mately the northeast half of the 6 acre site is a wooded hillside sloping downward in a south-
west direction and the remainder of the site is relatively flat and covered with weeds. The
flat area was used as a spoil area. for unsuitable materials during construction of the nearby
r aeration basin. The site is bordered on the west side by lluash Branch.
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Olin Corporation
LETCo. Job No. CH-4224
February 21, 1979
We understand the disposal area will be developed by constructing a settling pond
in the southwest corner of the site. The approximately 9 ft high confining dike will be
constructed of material excavated from the on-site hillside. Diversion ditches will be constructed
around the perimeter of the site to channel surface runoff water away from the disposal area.
Placement of the fly ash will start in the southwest corner adjacent to the settling pond and
proceed northeastward up the hillside. Soil for cover of the fly ash will be excavated from
the hillside ahead of the fly ash placement in such a way as to limit the amount of fly ash
exposed at any given time. The maximum anticipated depths of excavation below existing
site grade is about 5 ft in the flat area and about 10 ft on the hillside.
Investigation
Five soil test borings were drilled at the site at the approximate locations shown
on the attached Boring Location Plan which we prepared from a Matheson, Hintz and
Associates drawing furnished to us en ti tied "Fly Ash Disposal Fill, Olin Corporation, ,
Ecusta Paper Division, Brown No. 2 Site, Pisgah Forest, N.C." dated June 16, 1977. The
borings were staked in the field by representatives of Law Engineering using a 100-tape and
estimated right angles, measuring from existing site landmarks. The Test Boring Record for
boring L-7, made during a previous subsurface investigation (LETCo. Job No. CH-1877E
dated March 11; 1974), is attached and the conditions encountered discussed in conjunction
with the five soil test borings drilled for this investigation. The ground surface elevations
at the boring locations were interpolated from the above referenced drawing (contour
interval 10 ft).
The borings were made by mechanically advanced hollow stem augers. Soil
sampling and penetration testing were performed in general accordance with ASTl\l Speci-
fication D-1586. At regular intervals soil samples were obtained with a standard 1.4 inch
I. D., 2 inch 0. D., split-tube sampler. The sampler was first seated 6 inches to penetrate
any loose cuttings and then driven an additional 12 inches with blows of a 140-pound
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LETCo. Job No. CH-4224
February 21, 1979
hammer falling 30 inches. The number of hammer blows required to drive the sampler the
final foot was recorded and is designated the "penetration resistance". The penetration
resistance, when properly evaluated, is an index to the soil's strength and ability to support
foundations.
Representative portions of the soil samples thus obtained were placed in glass
jars and transported to our laboratory. In the laboratory, the samples were examined by
a soils engineer to verify the driller field classifications. Test 13oring Records are attached,
graphically showing the soil descriptions and penetration resistances.
Subsurface Conditions
Borings F A-1 and F A-5 encountered a 3 to 4 inch thick veneer of topsoil. The
surface at the other boring locations have been disturbed by previous construction. Alluvial
(water deposited) soils were encountered in borings FA-I to a depth of 18 ft, FA-2 to 15
ft and L-7 to 6.5 feet. Generally, the alluvial soils consist of layers of very soft to hard
sandy clayey silt and sandy silt and loose to dense silty sand with varying amounts of
organic matter and gravel. Boring FA-1 encountered an alluvial coarse sand and gravel layer
between depths of 11 and 18 feet. The upper 8 ft of alluvial soil in boring F A-2 is
possibly material wasted to th is area durin~ construction of the adjacent aeration basin.
13oring FA-3 encountered a surface layer of fill to a depth of 3 ft that consists
of sandy clayey silt. Below the fill, a layer termed possible fill was encountered to a depth
of 5 ft that consists of sandy silt.
Underlying the alluvial soils in borings FA-1 :rnd L-7 (FA-2 was terminateJ in
alluvial soil at 15 ft), the possible fill in boring FA-3, the topsoil 111 boring FA-5 and at
the surface 111 boring FA-4, virgin residual soils were encountered. Generally~ the residual
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LETCo. Joh No. Cll-4224
February 21, 1979
soils consist of firm to hard sandy silts. Residual soils hard enough to be termed partially r weathered rock (residual material having standard penetration resistances in excess of 100
blows per foot) were encountered in borings FA-1 at a depth of 18 ft and L-7 at a depth l of 6.5 feet. The partially weathered rock in boring F A-1 is a sandy silt when sampled and
that in boring L-7 is a silty sand.
In addition to the typical soil descriptions on the attached Test Boring Records. the l soils are classified according to the Unified Soil Classification System. These classifications
are denoted by the letters in parenthesis at the end of the typical soil description. No
"fl. classification tests were performed for this investigation; however, the classifications were
based on classification tests performed on similar soils during previous subsurface investigations
at this site.
The groundwater was checked in all borings both at the time of drilling and 1 again after a suitable stabilization period. No groundwater was encountered in boring FA-5.
I
The stabilized water level was measured at depths ranging from 5 .4 ft in boring L-7 to
12 ft in boring F A-4. Seasonal groundwater fluctuations of several feet arc common in
this area between the relatively dry months of late summer and fall and the wet months
of late winter and spring.
L1w Engineering Testing Company appreciates the opportunity to provide our
professional services on this project. If you have any questions concerning this report
or if we m:iy be of further service, please <;ontact us.
Very truly yours,
LAW ENGINEERING TESTING CO~IPANY
Jimmy
Senior Soils Engineer
istered, N. CiJ964
arlc L; P:i:r:.. i~~ • I r I JNS/ELP/pdm
~;,;;;;;;;;;;;;;;;;;,;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;,;;:;;;;;,;;;;;;;;;;;;;;LAN ENGN':ERING TESTt.G CCMRWY;;;;;;;;;;;;;;;;;;;;;;;;;;;,;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;,;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;;J
Branch l\fanager . L/
Registered, N. C. 5544
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@ LAW ENGINEERING TESTING CO;
CHARLOTTE. NORTH CAROLINA
Olin Corpora!ion
Ecusta Paper Division
Pisgah Forest, North Carolin;i
DUNCAN-PARNELL, INC., CHARLOTTE 1177
Boring Location Plan
Brown l'-fo. 2 Fly Ash '1isposal Site
Pisgah forest, North Carolina
DWN. BY CE/\.1 SCALE: I"-t 00'
CKD. BY JNS DRAWING NO.
APPR'D. ELP Clf-·U24
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DEPTH DESCRIPTI\_ E F • P.1 '.TRATION-BLOWS PER FT. lev., t. , ,,.,
2105~ 10 20 · 0 40 60 8D 100 0
4"
8.0
*
Alluvium-Loose 13lack llrown Micaceous
Silty Fine to Medium Sand With. Some
Gravel (SM)
Alluvium-Firm Brown Black Micaceous
Silty Fine to Medium Sand (SM)
-
2100 I
2095
11.0, ________________ _,
18.0
18.8
Alluvium-Gray Brown Fine to Coarse
Sand and Gravel (GP)
Residual-Partiallv Weathered Rock That**
Boring Terminated at 18.8 Ft.
Groundwater at 5.5 Ft.
After 24 Hours
2090
l 50= 3"
2085
*Topsoil **Uecomes Dark Green l3rown l\licaceous Fine to i\kdium Sandy Silt
BORING ANO SAMPLING MEETS ASTM D-1586 When Sampled (l\lH) TEST BORl~Ja R~cono
CORE DRILLING MEETS ASTM 0·2113
PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER
FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I. O. SAMPLER 1 FT.
~ UNDISTURBED SAMPLE
150 I% ROCK CORE RECOVERY
WATER TABLE, 24 HR.
WATER TABLE, 1 HR.
LOSS OF DRILLING WATER
BORING NO. FA-I
DATE DRILLED 2-5-79
JOB NO. CII 4224
PAGE_l_OF __ l_
LAW ENGINEERING TESTING COMPANY
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DESCRIPTIO\...
Alluvium-Firm Urown Gray Red Fine
Sandy Cbyey Silt (ML) -------------------
Alluvium-Hard Gray Brown Micaceous
Fine to Medium Sandy Silt and
Dense Silty Sand With Gravel (MH
and SM)
Alluvium-Loose 131::ick Micaceous Silty
Fine to Medium Sand (SM)
Alluvium-Stiff I3lack Micaceous Fine
Slightly Sandy Silt (MI-I)
Boring Terminated at 15.0 Ft.
Groundwater at 8.3 Ft.
After 24 Hours
BORING AND SAMPLING MEETS ASTM 0·1516
CORE DRILLING MEETS ASTM 0·2113
c
Elev., Ft.
2 I 18to
2113
2008
2003
PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER
FALLING JO IN. REQUIRED TO DRIVE 1.4 IN. I. 0. SAMPLER 1 FT.
t::::t UNDISTURBED SAMPLE
I ~o I% ROCK CORE RECOVERY
WATER TABLE. 24 HR •
WATER TABLE. 1 HR.
LOSS OF DRILLING WATER
e Pl _ TRATION·BLOWS PER FT.
1 0 20 :: 0 40 60 8) 1 00
/ r
TEST 130Alr.J9 flECO:lD
BORING NO. FA-2
DATE DRILLED 2-5-79
JOB NO. CH 4224
PAGE__:_oF_l_
LAW ENGINEERING TESTING COMPANY
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DEPTH DESCRIPTlc\. Elev., Ft.
211 o±..o 0
3.0
5.0
n·.
Fill-Brown T;m Fine to Medium Snndy
Clayey Silt With Some Gravel (ML) -------------------
Possible Fill-Brown Gray Fine to Medium
Snndy Silt (MH)
Residunl-Stiff Gray Tan Fine Sandy
Silt (MH)
210S'
2100
13.0 11--------------
15.0
Residual-Firm Tan Gray Fine Slightly
Sandy Silt (MI-I) -----
Boring Terminated at 15.0 Ft.
Groundwater at 8 Ft.
After 24 Hours
BORING ANO SAMPLING MEETS ASTM 0·1586
CORE DRILLING MEETS ASTM 0·2113
2095
PENETRATION IS. THE NUMBER OF BLOWS OF 140 LB. HAMMER
FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I. O. SAMPLER 1 FT.
~ UNDISTURBED SAMPLE
150 I% ROCK CORE RECOVERY
WATER TABLE, 24 HR.
WATER TAIILE, 1 HR.
LOSS OF DRILLING WATER
• Pl_ .:::TRATION·BLOWS PER FT.
10 20 20 40 60 8) 100
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TEST DOAl~~a RECORD
BORING NO. FA-3
DATE DRILLED 2-S-?9
JOB NO. CH 4224
PAGE~OF __ l_
LAW ENGINEERING TESTING COMPANY
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DEPTH OESCRIPTlu.._ Elev., Ft.
2135±0 TT.
0
3.0
8.0
Residual-Firm Green l3rown Fine
Slightly Sandy Silt (MH)
Residual-Very Stiff to Hard Green
Brown Fine to !\tedium Sandy
Silt (MH)
------
Residual-Very Stiff to Hard Gray
Green Drown Fine to l\lcdium
Sandy Silt With Weathered Rock
Fragments (MH)
2130
2125
15.0-----2120
Boring Terminated at 15.0 Ft.
Groundwater at 12 Ft.
After 24 Hours
BORING AND SAMPLING MEETS ASTM 0·1516
CORE DRILLING MEETS ASTM 0·2113
PENETRATION IS. THE NUMBER OF BLOWS OF 140 LB, HAMMER
FALLING JO IN. REQUIRED TO DRIVE 1.4 IN. I. D. SAMPLER 1 FT.
t:::1 UNDISTURBED SAMPLE
J so J % ROCK CORE RECOVERY
-..:-
WATER TABLE, 24 HR •
WATER TABLE, 1 HR.
LOSS OF DRILLING WATER
e P\_ .£TRATION·BLOWS PER FT.
1 0 20 10 40 60 8) 100
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Tl::9T BOAl~J9 RECORD
BORING NO. FA-4
DATE DRILLED 2-5-79
JOB NO. CH 4224
PAGE __ l _OF __ l_
LAW ENGINEERING TESTING COMPANY
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6.5
10.0
DISCRIPTl
Alluvium-Very Soft Black Micaceous Fine
Sandy Clayey Silt with Roots and Wood
(ML)
Alluvium-Firm Brown and Black Micaceous
Silty Fine to Very Coarse Sand with *
Virgin-Partially Weathered Rock That
Becomes Black Silty Fine to Coarse Sand
with Rock Fragments When Sampled (SM)
Boring Terminated at 1 0.0'
Refusal to Power Auger
Groundwater at 5.4'
* Gravel (SM)
toQINO A.ND UMPllHO MIITI AITM D-1116
COU l>IIIWNO MIITI AJJM D-21 U
f'INIUATION II THI NUMUI 0, IU.OWI 0, 140 LA. HAMMiii
fAlllNO JO IN. IIQUIIID TO HIVI 1.4 IN. I.D. u.NU'UI 1 n.
WATD TUU. 1 Hll.
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IIOI <,1, IOCIC CC>al IKOVIIY ~ LOU Of HIWNO WARI
ELEV • , JTRATION-BLOWS PER FT.
0 ,~ 20 30 40 60 80100
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L-7 BORING NO. ____ _
DATE DRILLED-2_·_2_1 ·_7_4_
JOB NO. ___ c_H_l s_7_7_E
LAW ENGINEERING TESTING CO.
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DEPTH OESCRIPTl<k Elev., Ft.
2170±.
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6.0
11.0
20.0
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Residual-Very Stiff Green Drown Fine
to Medium Sandy Silt (MH)
Residual-Very Stiff Brown Green Tan
Fine Sandy Silt {MH)
-------
Residual-Very Stiff to Hard Gray
Tan Fine to Medium Sandy Silt
(MH)
Boring Terminated at 20.0 Ft.
No Groundwater Encountered
After 24 Hours
*Topsoil
BORING ANO SAMPLING MEETS ASTM 0·1516
CDRE DRILLING MEETS ASTM 0·2113
2165
-
2160
-
215S
2150
r.
PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER
FALLING 30 IN, REQUIRED TO DRIVE 1.4 IN. I. D. SAMPLER I FT.
~ UNDISTURBED SAMPLE
150 I% ROCK CORE RECOVERY
---
WATER TABLE, 24 HR.
WATER TAIILE, 1 HR.
LOSS 01" DRILLING WATER
0
e (,£TRATION·BLOWS PER FT.
10 20 ~ 0 4!) 60 8J 00
j
•
I
41
\
\
I\
I\
\
TEST DORING Rt!C0:10
BORING NO. __ F~· ;..:A;..:-5:....----
DATE DRILLED '2-S-79
JOB NO. CH 4224
PAGE_l_oF_!_
LAW ENGINEERING TESTING COMPANY