HomeMy WebLinkAboutAppendix L e
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: June 15,2008 f
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Mr. Dino Kontokosta i
€ Kace Development, LLC F
� P.O. Box 67 �
Greenport,New York 11946 �
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� Re: Route 25 (North Road) t
� Greenport,New York `
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� Dear Mr. Kontokosta: �
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� We provide Professional Engineeri�ng services and participate with the field �
{ personnel of Land,Air, Water Environxriental Services,Inc. in renderi.ng 3
� geotechnical evaluation and judgment�associated with their subsoil test boring �
! assignme�ts. Our contribution is enhanced by our experience and �
� participation in the activities of the Geotechnical an.d Geoenviranmental �
;. � Engineering Section or the American Socieiy of Civil Engineers(ASCE),and �
` our awareness of the guidelines of the Association of Engineering Firms '
} Practicing in the Geosciences(ASFE). �
# . ;
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� The purpose of this assigmment was to abtain preliminary information ;
� regardi.ng the general subsurFace conditians at the subject site. The subsurface s
; materials encountered were evaluated in relatian to the available project
� � characteristics. Engineeri.ng assessments of the following items have been i
� formulated: i
1
t
r l. Perform standard penetration test(STP) and determine the �
j resistance (N). �
� �
� 2. Determine the soil stratigraphy a.nd the relevant geotechnical ;
� engineeri.ng properties of the encountered so31s. '
1 }
� 3. Visually classify representa.tive soils. ;
: j
e 4. Preliminary design parameters required for the foundation system, ?
( iucluding allowable soil bearing pressures at foundation levels. �
� ,
. ..
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P.O. BOX B4� KtNGS F'ARK� l..�.y{VE1N 1f�3RK 917'64 p TEL (631/234-3592) �� (63�(234-�#38J1
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Proposed Development
Route 48(North Road),Greenport,New York PaSe 2
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5. Estixnate the post-construction settlement of the foundation system.
6. Construction consideration for foundation excavation, surface and
groundwater management.
7. Establish the feasibility of utilizing a shallow foundation system for
support of the presumed loads and encountered sub-surface conditians.
The general subsurface conditions encountered during the field exploration
program are shown on the soil bori.ng logs. Soxl stratification is based on the
examination af recovered soil samples and field measurements. Stratification
li.nes,dimensions, as well as reported values in this report represent the
approximate horizons between soil classifications. The actual transitions and
dimensions may be more gradua.l. While the borings are representative of the
subsurface cond.itions at their respective locations, and within their respective
vertical reaches,variations over the site may be encountered. Laboratory
testing may be performed on selected samples as deemed necessary in order to
define soil classification and to further identify the engineering praperties of
the soils.
E�LO�'I'IO�T P'IZOGT2� -
A irained and experienced geotechnical technician canducted the boring tests
and has completed a subsurface exploration at the site. Samples recovered
during the performance of the test were evalua.ted,identified and the ASTM
Standard Penetration Test(SP'1�values recorded. �
� Representative samples of the soil were retained and iransported to our facility
for further examination. This report contains the results of our exploration and
geatechnical evalua.tion. I
The field explaration prograrn consisted of five(5)Boring Tests which were
conducted at the site on March 20,2008 and were extended to respective
depths of 27.0+/-feet below grade. 'The borings were performed to determine
the depths and horizons of the various strata below the existing ground
surface.
The number of borings, depth and location were developed by, or in
consulta.tion with,the client. The selected boring depths comply wit�::a:�� ''�i;�:��-�=�:�.
minimum depth indicated by the Building Code of the State of New Yor,��'_:�;��'
m��tk�� �:, ��°����;-a �C) Section 1802.2.3. �� „ f ��,�
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COtd8ULT1NQ EN�INEER ��' �- —
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Proposed Development
Route 4�(North Road),Greenport,New York Page 3
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S�Tl@�1V��Y
This report was developed from conventional soil testing procedures and
engineering analysis. The exploration revealed quality soil conditions which
are judged as well suited to standard conshuction procedures.
Sub-surface water was encountered and is at levels significantly below the
anticipated depth of construction and need not be considered a project issue.
A xni.nor surface fill candition was detected;however, it is not considered a ,
major site factor but should be evaluated in conjunction with the proposed
development of the site.
In accordance with the BC, Seismic components are exempt for the
anticipated project and have not been applied.
14�'TIiODOI.,OGY
Conventional 3"rods were utilized to advance the bore hole and to facilitate
subsurface testing and sampling. Representative samples were routinely
obtained during the drilling process��at selected intervals by applyiug a two
inch diameter split spoon sampling tube. The sampler was first seated at
- grade. T'he sampler was then driven by the 30 inch fall of a 140 pound
hammer. The number of blows required to drive the sampler the final foot
represents the standard penetration resistance(N), and is an indicator of the
safe sustaining pawer of the soil.
, Th�drilling and testing procedures were perfarmed applyi.ng the guidelines
and procedures of ASTM designations:
D1S86 Penetration Test and Split Barrel Sampling of Soils
D1587 Thin Walled Tube Sampli.ng of Soils
D2488 Recommended Practice for Descriptian of Soils
D2937 Test for Density of Soil in Place
Sectianallinear samples were also secured in canjunction with the
performance of the standard penetration and densil.y test. The soil profiles
reported by the boring logs should be reviewed for specific i.nformation at the
individuallZoring locations and test depths. �-� _
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Proposed Development
Route 48(North Raad),Greenport,New York Page 4
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The groundwater data.presented herein was measured at the time of the field
activities and immecliately after completion of drilling procedures. They were
also corroborated through a visual examination of the retrieved soil samples.
Soil staining and other seasonal high groundwater i.ndicators were not noted.
Actual groundwater elevation was encountered at a depth of 24.0+/-feet
below grade. The upper moist soil condition at the location of BT#3 is
representa.tive of perched ar trapped water condition. �
� A fluctuation of the subsurface water level could be expected throughout the
year due to seasonal variations and weather events,tidal variations and other
factors that may vary from the ti.me the borings were conducted.
� If the presents of subsurface water could be critical to the design or �
construction af the project, groundwater observation wells could be installed
ta monitor fluctuations over a period of time.
��S�RVA�'IOl�S �D�T�.,�'SIS
A surface fill condition was detected. The materials are related to clearing and
grubbing and are marginally consolidated. However,the soils are suitably
graded and could be excavated,rendered free of organic, deleterious and
reactive materials and replaced as engineered fill.
The in situ soils encountered are typical of the area and are non-reactive, dense
and rnaderately consolidated. Soil bearing capacity is estimated fram results
of in situ tests using empirical correlation factars. The anticipated zone of
significant stress possesses sufficient soil bearing value(SBV) and a SBV i.n
' tons per square foot is an acceptable application to-the soils encountered as
� indicated below:
�oriaag IVo. 1 2 � 4 5
Fill Depth (ft) 2.0 4.0 2.0 2.0 1.0
Soil Bearing Values:
1.5 TSF/SBV(ft) --- --- --- --- 3.0
� 2.0 TSF/SBV (ft) 3.0 5.0 --- 3.0 5.0
3.0 TSF/SBV (ft) --- --- 3.0 5.0 ___ _ -.;�.,...,;=.,
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CONSUITING EHQINEER ''I�j`;4, ;��uq—q x 1;:
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Propased Development
Route 48(North Road),Greenport,New York Page 5
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This report is fu.rther valued si.nce it certifies a SBV that exceeds tlie minimum
presumptive 1.0 TSF l�.]lowable Soil Pressure permitted by BC Table 1804.2,
SEISlYIIC C6�ld�'°Ol'�1�1T
The 2003 Building Code of New Y�ork State(BC) contains a requarement that
� every structure be designed to resist the effect of earthquake motion and be
assigned a seismic Design Category. However, Sec. 1614.1 also deli.neates
and exempts"...detached one and two family dwellings...": Based on the
available information,the planned subject site activity is exempt and no
fia.rth.er seismic investigation is required.
Moreover,the project locatian would result in a win.d design component that
would exceed the anticipated effect of seismic action and would,therefare,
govern the structural integrity of the design.
�COI��1�A"�"IO1�T
The field exploration revealed quality sub-surface conditions.
Attention should be given during excavation to assure that the supporting soils
have not beeri disturbed or have been sta.bilized.
The structurally rated soils will perform well as a bearing material and a
standard shallow foundation could be applied.
� Soil supported concrete ground slabs could be consixucted on the undisturbed
soils after proper site preparation which is free or organic and reactive
materials. The presents of the granular soils preclude the concern of
supporting grade shrinkage.
Undercut material should be replaced as engineered fill. Do not commence
backfill un].ess e�sting sub-grade is undisturbed or has been compacted. Fill
should be placed in uniform lif�s with clean, granular soils with a particle size
distribution of 85%.passing a No. 4 sieve and less than 5%passing a No. 200
sieve. The material should be compacted in accordance with an Engineered
Fill Specificafiion. Each lift should be placed ii� a maxiynum loose lift. :,: ��
thickness of approximately twelve(12)inches aud be compacted to t`lie .;;,�`_`{,°,'°w���,�
materials maximum dry density,determined by a Proctor Density Test( � �. �
��1�qr s'�,--.. '�'�°��i R����h : � `fif .'.� � •
� 155'7 at o timum moisture content or as re uired.
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CONSULTINR ENOiNEER
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- � Proposed Development
Route 4�(North Road),Greenport,New York Page 6
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APPLICATION %1VIAX I3ENSITY
Under Slabs on Cnade 9S
Under paved areas 95 �
Under structural members 98
Unpaved areas 90
General grading -85
� Foundations constructed on the final bearing soils which are firm, sta.ble and
free of organic or reactive materials, mud,water or frost, could experience a
one time elastic consolidation of less than one half(0.5") inch. Consolidation
would be apportioned with the applicatian of construction with negligible post
construction stress under full load.
' The analysis and recommendations are based on the data.obtained from the
widely spaced test borings performed for this report. The na.ture and e�ent of
variatians may not become evident until open excavation is initiated.
Variations should be noted and their impact evaluated with respect to the
necessity to modify the recommendations of this report.
I�/IISCEI�I����TS
Limitatians:
It must be noted that no structure or slab should be expected to remain totally
free of cracks and minor signs of stress. The flexible nature of structures
, allows them to respond to movements resulting from minor settlement of fill
� or nature soils. In addition,�roducts containing cement also shrink during
natural curing. All of the above can induce stresses that frequently result in
cosmetic cracking of rigid surfaces.
The recammendations in this report are based on our experience in
conjunction with the limited soils exposed at the site. We believe that this
information gives an acceptable degree of reliability for anticipating behavior
of the proposed improvement,however, our recommendations are professianal
opinions and cannot assure accuracy beyond the limits of the obtained data.of
the soil profile.
This report is based on the evaluation at the described site and on the:sp��ci:f�i��:.F.a�;::�
anticipated construction. `� '� ,
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CONBUI.TIH6EHOINSER +"`;'�`��^ '��
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Proposed Development
' Route 48(North Road),Greenport,New York Page 7
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The field reports,bori.ng logs and the vertical boring plan are hereby made
part of this report. If you have any questions regarding this report, or if we can
be of fiu�ther servica,please do not hesita.te to contact our office. We hope this
report provides you with the necessary information to conti.nue with
development of th �ec�,�w _
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Ve truly yo s���J�P• w�Nc� ��
.�•W e� ���� `�
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Paul A. Win ler P.E. ' i"��` �
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32 CHICHESTER AVE. PO BOX 372 CEtdTER�flORICHES,iVY 11434 (631)874-211Z FAX(631)874-4547
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DATE: March 20, 2008
SITE: Route 48 (North Rd.) CONSULTANT: Q�ace Development, LLC.
Greenport, NY Greenport, NY
DEPTH DRILLED: 27 fieet DEPTH TO WATER: 20 fest
CORING DEVICE: 2"K 24�" HAMMER WEIGHT: 140 Ibs.
HAMMER DROP: 30 inches WELUBORING GROUTED : NO
DRILLING METHOD: 3" Rods and SPT Hammer DEPTH TO BOTTOM TAPED: 27 feet
DRiLLER: S. Pedersen HELPER: K. McGourty
bEi?TI� BLOINS:/6 ;
FROM,:: :. . TO : ., . R�COUERY. :, .tNCHEs: .:.: :. ;;.. SANIPLE DESCFtIPTlUN . . . . .
Reddish brown�grey silty sand & silts, fine, trace of
0 ft 2 ft 20 inches 1-2-3-3 gravel, (SM) / (SL)
2 ft 4 ft 98 inches 6-8-9-11 Reddish brown silty sands, fine, trace of gravel, (SM)
,
4 ft 6 ft 17 inch�s 9-11-15-18 Reddish brown si[ty sand/sarrd/silty sand, frne/medium to
fine/fine, trace of gravel, (SM) i (5V1/) / (SM); moist
6 ft 10 ft Advance 3" Rods �lo Sampies Taken, No Classificafion
�0 ft 12 ft 22 incties 4-f`r6-8 Gre�r clay, very fine, (C�)
12 ft 15 ft Advance 3" Rods I�o Sampi�s Taken, No Classification
15 ft 17 ft 24 inches 3-4-6-7 Grey clay, very fine, (CL}
17 ft 20 ft Advance 3" Rods IUo Samp(es Taken, No Classifiication
20 ft 22 ft 24 inches 47-8-8 Tan/grey fine sand/clay, fine/very fine, (SU1n / (CL), wet,
14" sand�0 1 Q" clay
22 ft 25 ft Advance 3" Rods No Samples Taken, No Classification
25 ft 27 ft 24 inches 45-8-'f 0 Grey clay, very fine, frace of gravel, (CL), wet, end of
baring as per client
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L.and, Air, VUate� Envaronmenta! Services, Inc.
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DATE: March 20, 2008
SITE: Route 48 (iVorth Rd.) �(3NSULTANT: Kace Deve{opment, LLC.
Greenport, NY Greenport, NY
DEPTH DRILLED: 27 feet DEPTH TO WATER: 25 feet
CORING DEVICE: 2"X 24" HAMII�ER WEIGHT: 140 Ibs.
HAMMER DROP: 30 inches WELUBORING GROUTED : NO
DRILLING iVIETHOD: 3" Rods and SPT Hammer DEPTH 70 BOTTOM TAPED: 27 feet
DRILLER: S. Pedersen HELPER: K. McGourty
DEPTH BLOUVS;/6 `
FROM. . T(O ; :; .REC:O�!ERY.: , :;.. INGHES.: . ,,. ..:..:. SAMPLE.DE�Gl�IPTlC)N;.
0 ft 2 ft 6 inches 1-1-2-2 Brown siity sanc�, fine, (Stvf}, trace of woad or roats
2 ft q tt 5 inches 2_2_2_3 ��g�t brown silty sand, medium to fine, trace of gravel,
. (SM), moist
Reddish brawn siity sand, medium fo fine, trace of gravel,
4 ft 6 ft 13 inches �-8-8-9 �5�� .
6 ft 10 ft Advance 3" Rods No Samples Taken, No Ciassification
10 ft 12 ft 24 inches 10-13-15-18 Redc�ish brovim silfy clay, very fine, (SC}
12 ft 15 ft Advance 3" Rods No Sampies Taken, No Classification
15 ff 17 ft 24 inches 9-13-18-17 Redd'tsh bro�rrn siity clay, fine, trace of gravei, (SC)
17 ft 20 ft Advance 3" Rocis No Samples Taken, fVo Ciassification
20 ft 22 ft 20 inches 7-11-11-15 Reddish bravrm sikfy c(ay, fine, trace of gravel, (SC)
22 ft 25 ft Advance 3" Rods No Samples Taken, No Classification
25 ft 27 ft '19 inch�s 9-11-13-14 Brownitan sand, medium, trace af gravel, (SVin; wet, end
of baring �
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L,�rad, Air, VUater Environmental Servaces, Inc.
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,� � � � _ � _ Page# 1of1
DATE: March 21, 2008
SITE: Route 48 (iVorth Rd.) CO�ISULTANT: Kace Developmenf, L�C.
Greenport, NY Greenport, fVY
DEPTH DRILLED: 27 feet DEPTH TO WATER: 5 feet
CORING DEVICE: 2"X 24" HAMMER WEIGHT: 140 Ibs.
HAMMER DROP: 30 inches WELUBORING GROUTED : NO
DRILLING IVi�THOD: 3" Rods and SPT Hammer DEPTH TO BOTTO(1� TAPED: 27 feet
DRiLLER: S. Pedersen HELPER: D. Bengel
DEPTH. BLOWS/.6. :
.FR011� ;. , TQ . REGOVEI�Y ;. I{`�ICHES . ;;. . _ : ;..�SAMPLE.DE�CRlPTION. ... -
Weighfi of
0 ft 2 ft 18 inches Hammer-2 Brawn sanci, fine to medium, (SM), damp/moist
2 ft 4 ft 22 inches 7-11-15-12 Brown silt/sand, fine to medium, (SM), damp/moist
4 ft 6 ft 21 inches 9-11-11-13 BrQwn sa�dlsfit, fine fo medium, 5% gravel, (SM), wet
6 ft 10 ft Advance 3" Rods �Io Samples Taken, No Classification
10 ft 12 ft 16 inches 5Q-16-15-16 BrQwn clayfsilty, fine, %% gravei, (SM), rock at head of
shoe (frst b{ow caunt}
12 ft 15 ft Advance 3" Rods No Sampies Taken, IVo Classification
15 ft 17 ft 18 inches 26-7-8-10 Brawn clay silty, fine, trace of gravel, (ML)
17 ft 20 ft Advance 3" Rods No Samples Taken, No Ciassification
20 ft 22 ft 19 inches 5-9-15-14 grown clay/sand, medium to fine, 5% gravel, (CL), wet
through cfay into sand.
22 ft 25 ft Advance 3" Rods No Samples Taken, No Classification
25 ft 27 ft 21 inches 6-10-11-11 Bro�vn clay/silt, fine, (CL), wef
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I.and, P�ir, Watex Envixo�mental Services, Inc.
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DATE: March 21, 2008
SITE: Route 4�8 (North Rd.) CGNSU�TANT: Kace Deve(opment, LLC.
Greenport, NY Greenport, NY
DEPTH DRILLED: 27 feet DEPTH TO WATER: 20 feet
CORING DEVICE: 2"X 24" HAMMER WEIGHT: 140 Ibs.
HAMMER DROP: 30 inches WELUBORING GROUTED : NO
DRILLING IVIETHOD: 3" Rods and SPT Hammer �EPTH TO B(3TTONt TAPED: 27 feet
DRILLER: S. Pedersen HEL.PER: D. Bengel
.
DEPTH BLQVVS!'6
: ; FROM, ; T�. . ,; REC01lERY .. ._:._. t[�1CHES : . . . '... . ': SAMR;LE,.D,ESCRIPTIQN
a ft 2 ft 16 inches Weight of Brown sand, fine, trace of grave(, (OL), 4" sand bottom of
Hammer-'i-2 spoon
Bro�uvn sand/silt, medium to fine, trace of gravel, (SM}, dry
2 ft 4 ft 20 inches �-�$-�-'�2 to wef at top of spoon
Brvwn sandfs�lt, medium fa fine, trace of gravel, (SM), dry
4 ft 6 ft 21 inches 13-15-18-�1 at top of shoe to wet at top of spoon
6 ft 10 ft Advance 3" Rods No Samples Taken, No Classifcafion
10 ft 12 ft 20 inches 8-�(411-'!4 Brawn sand/cl�y, �nedium, 5% gravel, (CL)
12 ft 15 ft Advance 3" Rods No Samples Taken, No Classification
15 ft 17 ft 19 inches 6-9-10-14 Brown clay, fine, (CL)
17 ft 20 ft Advance 3" Rods f�o Samples Taken, No Classification
20 ft 22 ft 15 inches 17-17-1&19 Tan sand, caarse to fine; (SV1(�, wet
22 ft 25 ft Advance 3" Rods No Samples Taken, No Classification
25 ft 27 ft 22 inches 46-7-1'[ Brown clay, fine, (CL)
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L,and, Aar, V�ater Environmental Services, Inc.
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� � � �° Page# 1of1
DATE: �liarch 21, 2QQ$ '
SITE: Route 48 {hJorth Rd.} G(?NSU�TafVT: Kace Development, LLC.
Greenport, NY Greenport, NY
DEPTH DRILLED: 27 feet DEPTH TO WATER: 20 feet
CORING DEVICE: 2"X 24" HAMMER WEIGHT: 140 ibs.
HAMMER DROP: 30 inches WELUBORING GROUTED : NO
DRILLING METH�D: 3" Rods and SPT Hammer DEPTH TO B4TTOM TAPED: 27 feet
DRILLER: S. Pedersen HELPER: D. Bengei .
DEPTH BLOINS/6 `
. FROM.-..: �Q...: ....., . REGOl1ERY ` ;. IN�HES. :.. . SAMPLE LDE�CRIPTION ..
Weight of
0 ft 2 ft 15 inches Hammer-1-'I growri sand, fine to coarse, trace of gravei, (SM)
2 �t 4 ft 21 inches 3-7-&6 Brown sand, fine to medium, trace of gravel, (SM)
4 ft 6 ft 22 inches 4-9-11-10 Brouvn clay/sand, fine to medium, (CL), wet
6 ft 10 ft Advance 3" Rods No Samples Taken, Na Classification
10 ft 12 ft 19 inches 15-9-9-11 Brawrrt cfay/sand, fine, trace of gravel, (CL)
12 ft 15 ft Advance 3" Rads No Samples Taken, No Classificafion
15 ft 17 ft 21 inches 6-8-12-13 Brown clay, frne, trace of gravel, (ML)
17 ft 20 . ft Advance 3" Rods fVo Samples Taken, No Classification
2� ft 22 ft 22 inches 5-9-1 C}-11 Grey clay, fine, trace of gravel, (CL)
22 ft 25 ft Advance 3" Rods f�o Samples Taken, No Classification
25 ft 27 ft 22 inches 6-8-9-11 Grey clay sand, fi�e, trace of gravel, (CL)
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I.��d, Air, t�llater Environmental Services, Ine.