HomeMy WebLinkAbout1985-08-21 Soil Reportof Of TFaEaEnittal 811 33e8141
1011 Nru.u•t Mall
M.nnert►iln. Mmn.v,lr 55,603
American Imlwlle of ArchrteCN
Nalufn.l 50C.1v nt
Pad•+f.nnal E -g-'•
Setter, Leech & Lindstrom Inc.
Architects and Engineers
DATE AUGUST 19, 1985
TO MR. MIKE GAFFk.�;1
P.O. BOX 66
CRYSTAL BAY, MN 55323
ATTN MI1;E GAFFRON
RE PROJECT PILLSBURY RESI9E1iiE
COM, NO. 1857.001.01
� �. ii' /r1 r •j 11
i
I'[Y ur 01'0N0
GENTLEMEN ATTACHED ❑ UNDER SEPARATE COVER VIA MAIL THEFOLLOIAIINO
WE ARE SENDING YOU
E] SHOP DRAWNGS PRINTS ❑ PLANS SAMPLE QFD(IR�SPECIFICATIONS
[]COPY OF LETTER ❑CHANGE ORDER
__-- __- -- DESCRIPTION `—
COMES
THESE ARE TRANSMITTED
L) FOR APPROVAL
❑ F OR YOUR USE
C& AS REQUESTED
AS PER YOUR
TELEPHONE
IBSITESRE IS A COPY OF THE ORIGINAL SOILS
REPORT REGARDING 2ADOTIONAL DISPOSAL
REMARKS
U.
❑ FOR REVIEW AND COMMENT [_I fit VISE & RESUOAIIT ---COPIES FOR APPROVAL
❑ APPROVED l INE TURNED FOII CORRECTIONS
nAPMIOVEDASNOTEO UNOTAPPROVED
COPY TO RR
NS
GPS
FILE
IF FNCLoSuRES ARE I
OTIFY US AT ONCE
SIGNED _ GREGORY 9--SIRWLE-.-PE---- —
REPORT OF SUBSURFACE EXPLORATION PROGRAM
PROPOSED PILLSBURY RESIDENCE
ORONO. MINNESOTA
0120 86-74
INT ROOK TION
We understand the proposed construction will
consist of atwo-story wood -frame
house with a detached garage. An on-site sewage treatment system will also
be constructed.
In accordance with your verbal authorization on April 12, 1985 w
ducted a p e have con -
subsurface exploration program for the proposed construction. The
scope of our work on this project is as follows:
1. Provide recommended foundation types and depths,
allowable soil bearing pressures and estimates
Of settlement.
2. Provide recommendations for site preparation for
Support of the foundations and floor slab.
3• Perform percolation tests and provide recommen-
dations for cunstruction of an on-site
treatment system. Sewage
Our work program for accomplishment of the atrnve objectives included three
standard penetration soil test borings nine auger borings, six percolation
tests, a few laboratory tests and observation of the recovered soil samples.
Page 2 - 0120 86-74
The purpose of this report is to describe our field operations, to present
the results of our field and laboratory tests and to provide you with our
engineering recommendations.
EXPLORATION PROGRAM RESULTS
Site Conditions
The site is located on Bracketts Point Road in Orono, Minnesota. There is an
existing house and attached garage presently on the site. The house and
garage will be removed for construction of the new house. There are numerous
trees and shrubs on the site. The site is relatively level w`.h surface
elevations at the boring locations varying from 33.2' to 34.3-. The elevation
of the adjacent lake is 29.5'.
Please note the approximate locations of the fuel oil tank and septic tank
on the west side of the existing house.
Subsurface Conditions
The subsurface soil conditions encountered at the boring locations are shown
on the attached boring logs. We wish to point out that the subsurface
conditions at other times and locations on this site may differ from those
found at our test locatiois. If different conditions are encountered during
construction, it is necessary that you contact us so that our reCOMmendations
can be reviewed.
Borings 1, 2 and 3 were put down to evaluate soil conditions for construction
of the house and garage. It will be noted from the boring logs that the
Page 3 - !120 86-74
typical soil profile at these locations consists of fill and topsoil overlying
alluvial deposits. Boring 1 penetrated the alluvial deposits and encountered
a sandy lean clay glacial till at a depth of 12'.
Fill was encountered to a depth of 5' at borino 1. The silty sand encountered
to a depth of 7' at boring 2 is black and very loose. The silty sand could
also be fill. A black silty sand topsoil was encountered at the surface of
boring 3.
The underlying alluvium consists of coarse, mixed and fine alluvium. The
coarse alluvium consists of sand with silt and silty sand. These soils are
loose to dense.
Mixed alluvium was encountered immediately below the fill at boring 1 and at
a depth of 131' to 151' at boring 2. The mixed alluvium consists of clayey
sand and sandy lean clay. These soils have a soft to medium consistency.
Thin layers oT lean clay fine alluvium were encountered from 71' to 9' at
boring 1 and from 15j' to 18' at boring 2. The lean clay has a medium con-
sistency.
The glacial till at boring 1 has a rather stiff to stiff consistency.
The drainfield will be constructed in the northwest corner of the property.
The borings at these locations were classified in accordance with the USDA
Soil "extural Classification System. Borings A-1, A-2 and A-3 indicate the
Page 4 - #120 86-14
typical soil profile consists of surficial layers of black and dark colored
loam, sandy loam, loamy sand and sandy clay loam. These soils are underlain
with sands containing varying amounts of gravel. The shallow auger borings P-1
through P-6 were put down at th, actual locations of the percolation tests.
These borings indicate the soil conditions are similar to those encountered
in borings A-1 through A-3
water Levels
Water level measurements were made in the borings and the data is included
on the logs. Ground water was encountered in all the borings except the
percolation borings which terminated above the water level. Seasonal and
annual fluctuations of the water level can be anticipated. The water levels
may also be influenced by the lake level.
ENGINEERING REVIEW
Project Information
The following data represents our understanding of the project. It comprises
an important part of our engineering review. If, as the project develops,
there are changes from the stated values, we request that you contact us
for additional review.
We understand the proposed con�itruction will consist of a two-story, wood -
frame house and a detached ga-age. The floor of the house will be at
� 0
Page 5 - *120 86-74
elevation 936.5'. The horse will hive a crawl space extending to elevation
932'. For this type of construction, we estimate that typical wall loads
wi'I be on the order of 3 to 4 kips per Iineai foot and the column loads less
than 50 kips.
Discussion_
The borings indicate the surficial soils are fairly weak and variable. The
fill and soil classified as may be fill are quite loose. in our opinion, these
soils should not be relied upon for foundation support.
The underlying alluvial
soils generally are quite loose or have a medium con-
sistency. While these soils are fairly weak, in our opinion they will provide
adequate support for spread footing foundations. Since the cohesive and
granular soils show differen'. settlement characteristics, we recommend that
the foundations be supported on controlled fill rather than be extended to
the underlying natural soil. This will allow placement of all footings at
the normal footing elevation and will also minimize differential settlement.
Foundation Recommendations
It is our opinion that the proposed structure can be supported on spread
footing foundations. We recommend excavating all existing fill and topsoil
from the footing arras. We then recommendlacin
P g a controlled fill to the
normal footing elevation. The excavation and compacted fill should extend
soK exPLoRc-*Cn
CC...►w
X
Nr
L
nage E - *120 86-74
beyond the edges of the footings a distance nual to the depth of compacted
fill beneath the footings. This fill should be compacted to 95% of standard
Proctor density. We recommend designing the foundations for a maximum
loading of 1500 psf (pounds per square foot). in our opinion, the soils
will provide a factor of safety of at IeLst three against an actual shear
failure. We estimate total settlement will t2 up to 1" ane differential
settlement possibly uo to 3/4". Because the underlyinq natural soils are some-
what erratic. we recnmmend providing a fairly rigid foundation to minimize
the effects of differential settlement.
The present water level is only about 4' below grade. In some areas, the
excavation will extend below the present water level. If at all possible,
the excavation should be dewatered so that the soils cin be observed prior
to placing the controlled fill. All fill placed below the present water
level should consist of relatively clean sand with less than 10% passing
a &200 sieve.
In the garage area, the topsoil should be rer..oved and replaced with controlled
compacted fill. We recommend all fill placed in the garage area consist of
a relatively clean sand with less than 10% passing a *200 sieve.
SITE OBSERVATION
We recommend that the excavation be observed by a soil engineer prior to the
placement of foundations or controlled fill. We also recommend that density
soa expu3p ion
Page 7 - •120 86-74
tests be taken as the contr3lled fill is placed to document that proper com-
paction is being obtained.
NEW SEWAGE TREATMENT SYSTEM
Project Information
We undersand the new houseill have three bedrooms and approximately 4500
square feet of living area. This implies it is a Type I residence. 1n
w
addition, there will be a half bath facility in the heated garage, which is
a separate structure. It is planned to place the soil treatment system in
the northwestern portion of the lot -
Percolation Test Results
the overall results of ouT- percolation (per(-) tests and borings indicate a
:uitdble pert rate but a shallow water table. A sheet describing the pert
test procedures, in accordance with WPC -40 Guidelines, is attached.
Comments and Recommendations
Because of the shallow water taole, which is only 31' below the surface in
the proposed drainfield area, we suggest that an "elevated drainfield" be
considered. Because of the several trees in the extreme northwest portion of
the lot, consideration should be qiven to shifting the drainfield eastward,
in the secondary area. Regardless of the exact location of tre new sewage
treatment system, the total trench bottom area can be based on a percolation
rate of 10 nin/in., in our opinion. For an estimated daily sewage flow of
Page 8 - 0120 86-74
450 gallons, based on a three bedroom. Type 1 residence, the required total
treatment area is about 570 square feet.
We suggest scarifying (tilling) the surface sod and then bringing in about 2'
of sandy loam, loam or sand with about 10% fines. The fill material should
only receive light compaction, sufficient to achieve a density equivalent to
long-term settlement under its own weight. After the fill placement, trenches
should be dug to a depth of about 2'-21', and these should be about 3' in
width. About 9" of filter rock should be placed below the perforated laterals.
For 3' wide trenches, the total trench length should be about 190'. Four -48'
long trenches spaced about 6' apart (71' on center) would require filling an
area of about 70' x 50' for the primary system. About 26 cubic yards of
filter rock would be needed. Where any trench extends to within 8' of a tree
or potentially large tree, additional filter rock should be placed.
We strongly discourage the use of a garbage dis)osal. Traffic of all types,
except for occasional mowing of the grass with light equipment, must be
restricted throughout the year. The system should be monitored and the septic
tank should be pumped, probably eery two years or so, to promote longivity
of the soil treatment system. The existing sprinkler system must be removed
from the new drainfield area.
FIELD EXPLORATION PROCEDURLS
The borings were made on April 17, 1985. The borings were put down at the
locations suggested by you or disciissed with you as shown on the attached
Soll LXIPLORENtlon
Page 9 - 0120 86-74
sketch. The surface elevations were referenced to the top of the concrete
slab at the northwest corner of the existing garage, taken as 35.0', an
elevation given on the site survey furnished to us.
Soil Sampling
Soil sampling for borings 1, 2 and 3 was perfor—ed in accordance with ASTM:
D 1586-67. Using this procedure, a 2" O.D. split barrel sampler is driver
into the soil by a 140 lb weight falling 30". After an initial set of 6",
the number of blows required to drive the sampler an additional 12" is known
as the penetration resistance or N value. The N value is an index of the
relative density of cohesionless soils and the consistency of cohesive soils.
Borings A-1 through A-3 and P-1 through P-6 were out down with a hand auger
and only disturbed samples were recovered.
Soil Classification
.•s borings 1 through 3 were obtained in the field, they were visually and
manually classified by the crew chief in accordance with ASTM: D 2487-83
and 2488. Soil samples obtained in the hand auger borings were classified
in accordance with the USDA Classification System. Representative portions
of all samples were then returned to the laboratory for further examination
and for verification of the field classification. In addition, selected
samples were submitted to a program of laboratory tests. logs of the
borings indicating the depth and identification of the various strata, the N
1 sok expmRabon
oft
Page 10 - 0120 86-74
value, the laboratory test data, water level information and
infor-
mation regarding the method of maintainingPertinent g the
attached. Charts illustrating the soil cassiificationnprocedurell holes are
descriptive terminologythe
and symbols used on the boring logs are also
attached.
EXPLORATION LIMITATIONS
The recommendations contained in this report represent our professional
opinions. These opinions were arrived at in accordance with currently
accepted engineering practices at this time and location. Other than this,
no warranty is implied or intended.
This report was prepared by: 1
Wilfre .�h, J,
oraon K. Eischens
MPCA Cert 000675
This report was reviewed by: —s �
Steven Koenes, ,
I14woby cMlhy that thlf plarti fPecifjcatlaq o►
hPan woa pr.►ared by me of UndQf ", dked
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LOG OF TEST BORING —�
e,tt, _,12U 86-74 V1/1TICAL SCAtf 11• ` .1 1 - WIPINt.No _ 1
PROP"M PTLBMIZVRESIDENCE - ORONO MIUN1SC_TA
--
..
Of-; Pt-_oN_ VArEP1At
GfotnGIC
%A%PPlf
tAIMAA'rw
`ESTS
NO
it
P`
l
Ou
_.
r"'tiIIPSACf fIfVAf10N 34l3� __.__._
ORI(i�N
N
Wl
fVPf ..
FRfC�MTXTURI 8F—STt1V SAND, WD
FILL
AND CLAYEY SAND W/A LITTLE GRAVEL,
4
1
SB
a few cobbles, black, dark brown
and brown
*5
2
SB
0.5
3
SB 17
113
H
6
fills SCI
MIXED
8
CLAYEY SAND W/A LITTLE GRAVEL,
ALLUVIUM
4
SB
7
brownish r medium (SC/SM)5
SB
LEAN CLAY, liqht gray and brown
FINE
5
6
SB 32
89
mottled, medium, a few (Seea1) (CL)
ALLUVIUM
9
SAND N/SILT AND A LITTLE GRAVEL, I
COARSE
fine to medium grained, brown
ALLUVIUM
and grayish brown, waterbearing,
17
7
SB
dense (SP/SM)
12
SANDY LEAN CLAY W/A LITTLE GRAVEL,
TILL
13
8
SB
brown and grayish brown mottled,
J
rather stiff to stiff, lenses
1
and layers of silty sand and
waterbearing sand (CL/SC)
9
SB
17
10
SB
17
End of Boring
M1 - lenses of silt (CL)
*Obs?-uction (cobble) encountered
upL initial 6" set and first one-
hal foot of standard penetration.
•*Estimated dry density
wATtA It Ytl YtAtUllt Y[NTt
.',o• 4-17-85 rowlfff 4-17-85
1 4:20
vl•«rlb NSA 0-15
OAfI •yf LYRID CASW r..rf rY A.•f•
MIf« pf H« ('40, r« 4tIO lK ••w, t1 i1,
b
4-17 4:2017' 15' —ro 6'
- — --
4-17 4JO
�.f„ •«.1 LeMay
St 2177a,.
r
I
LOG OF TEST BORING
120 86-14
AP NO yEa nCK SCAtE I a
MOACT PROPOSED PILLSBURY RESIDENCE - ORONO� MINNET1_,
DEvM
DESCa4Pi1nN Pt yutEaut
GEM n4C
%A%Wtt :APnnA•r
w•rl
tt5
NO iirE w O
t l
vt
Ou
.N
FEE T
rSUarACt ftEvAnON 33.7 �
•
ORIGIN
---..`
FILL OR
N
wt
SILTY SAND W/A LITTLE GRAVEL, fin!
to medium grained, black, moist
TOPSOIL
2
1 SB
to about 31' then wet, very loose
I
TO COARSE
(may be fill) (SM)
ALLUVIUM
2
2 SB
1
3 SB
7
SAND W/SILT AND A LITTLE GRAVEL,
COARSE
fine to medium grained, light gray.
ALLUVIUM
10
4 SB
waterbearing, medium dense (SP -SM)
91
SILTY SAND W/A LITTLE GRAVEL, fine
to medium grained, grayish brown
5
5 SB
and dark brown, wet, loose(SM/SP-SM)
12 -SAND
W/SILT AND ALITTLE V L,
medium to fine (See#l)(SP-SM)
3
6 SB
131
SANDY LEAN CLAY W/A LITTLE GRAVEL,
MIXED
gray, soft, some lenses of silty
ALLUVIUM
15j
6
7 SB 28 95
Pq-
LEAN CLAY, brownish gray and light
FINE
8 SB 33 89*
0.75
gray mottled, medium, a few lenses of
ALLUVIUM
9 SB
silt (CL)
18 1
SAND /SILT AND A LITTLE GRAVEL,
COARSE
fine to medium grained, gray and
ALLUVIUM
brown mottled, waterbearing, wedium
dense, lenses of silty sand
14
10 SB
(SP -SM)
11 SB
22
End of Boring
I1 - grained, grayish brown, water -
bearing, very loose (SP -SM)
*Estimated dry density
90111w. No , _ 3
%ANPLI IAH0nAT!)nt Tf STS;
K7 T-, W 0 Vi OV
1 SB
2 SB
3 SB
4 SB
5 S8
6 S8
WATER LEVEL MEASUREMENT{ 4-17-85 C,,,,-Alq 4-17-85
aft r'rt atoll" fD Gtir� p(it« nA,1[Ootpr,K NATE" VlrKln HSA 0-12' p 2�
- L[nr _
12' b ' W ter added to casing -10'
46
one
77 one - CAtNC..,. LeMay
Avc•o.A..I. •••�• SM12XPIOR13bo l so PAUL w ssnA
sl 7 (77 1 , Iaf+WW
LOG OF TEST BORING
,OR 40 _ 120 86-74 _ VERTICAL SCALE 11.41
I•Rn7Ic1 �R�TLLSgURY RESIDENCE - ORONO,_MINNESOTA
--Of
1
:q pt.
IN
SCRIPT 10% .-If MA - I IIIA
GEOL fNi1C
If IT11,11/ACI
ILfVATION.31 _
ORIGIN
N
WI
TCTY SAND V A—CTTTL£-GRAVEL,
TOPSOIL
black, moist, very loose (SM)
4
1�
SAND M/SILT AND A LITTLE GRAVEL,
' COARSE
fine to medium grained, brown,
moist to about 31' then water -
( ALLUVIUM
6
bearing (SP -SM)
41
SAND N/SILT AND A LITTLE GRAVEL,
fine to medium grained, brown,
10
waterbearing, medium dense. a
few lenses of dark brown silty
sand (SP -SM)
9
91
SAND N/SILT AND A LITILE GRAVEL,
fine to medium grained. dark brown,
4
waterbearing, very loose (SP -SK!
1
12
SAND N/SILT AND A LITTLE GRAVEL,
light brownish gray, waterbearinq,
7
loose (SP -SM)
'
141
End of Boring
1
1
1
1
1
90111w. No , _ 3
%ANPLI IAH0nAT!)nt Tf STS;
K7 T-, W 0 Vi OV
1 SB
2 SB
3 SB
4 SB
5 S8
6 S8
WATER LEVEL MEASUREMENT{ 4-17-85 C,,,,-Alq 4-17-85
aft r'rt atoll" fD Gtir� p(it« nA,1[Ootpr,K NATE" VlrKln HSA 0-12' p 2�
- L[nr _
12' b ' W ter added to casing -10'
46
one
77 one - CAtNC..,. LeMay
Avc•o.A..I. •••�• SM12XPIOR13bo l so PAUL w ssnA
sl 7 (77 1 , Iaf+WW
me
it
srMRot
HSA
FA
HA
RC
►n
Coo
DM
155'
AR
wl
M
GENERAL NOTES
DRILLING AND SAMPLING SYMBOLS
DEFINITION
3 114 1 D Ho" Stem AuRe,
a to M In Mamerer Flight Auger
2 t to, 6 Hand Aug,
2 1 2 t S M M heel Dn.e CAunR
47e A R no N Rni/r CaunR
Rtr 1>wrn qr Cteann o Tut,
Crrnr.nunus Mud,
RAnpi ianiplrnM
DrdlrnR Mud
IettrnR 1% Ater
2 O D %An RanPl tAampte
1 1'2 or 1 1,2 O n SR Liner Sample
2 M 1' Thin Hallen Tuhe Sample
i Thin IAalled Tuts• feather Sarn'k."
err 1Thin Walled Tube IC)UPrherK Umrde,,
Wash Sample
EIaR SAmple
Teo Pit Sample
BQ NQ M F:% Nrn6nP S, vera
A% RA M NA Double Tube &,,,I
CMP Recrnerr Percent
Nrt Stmp4 RPc n.erPd clawaN atN.n Itasnl nn Affirm of
An11xy PgugMnent and n, materYl nnlyd in drilling fluid
n, nn xamphrix hit
Nn M"a UrrrnPrrl Ref n•deA M•mann due In fw,,x
o dnllrtR or (Ming tlu Nt
%%Ale, lhPl Inmbot
• See attached data the" n. graph
WATER LEVEL
K'ater le.Plr nc�rwn on the hating loRt Are the IN.PI% measured m the borrnRr at the frmP and under the [ordA om rndKatPd In %3,d she
kxelt mar be con.rdered re l,ih a tt rwrd r tae• lh.l. r- (lar sal a mar nM be Itossible to dererm rle the ground wait lP.el N,thm the normal
rdl to
hole mayubP ""StArybt00 real hexcer' where heiro or !wren d more pert "'us wNPrbeArinR $od ale present F.ln them. an extended rlerrod of
the true le.el of the Rrnund Maeutabfeum TherefurP the tx,utron or the water hr.el ..mhol for cohesne M mord texture sdlx rma. not indicate
TM a.arlable Mater 4.e' r"wmatron n Rnrn Al Me bottom of the lop st.ert an irrtr.er.rnu% layer thw impeded m rexhrnR she MNer table.
DESCRIPTIVE TERMINOLOGY
DENSITY CONSISTENCY
TERM ' 01" VAIUFTERM laminal on Vp to II thick stratum
Very bore O.a � tent 112" to 6" thiel luawm
100W Sd Medium 4ar%Pd 1!2" b 6" dncon.ntxrl stratum Doc►N
Medium Deni 9 15 Rattler Sim Abe'MtwtR ymrnatrom of clay uh and !or Fine
Drnw 1630 SION grained $and M colon thereof
Very DemeD.v PoMd[•ry no naxeabte Maser
Oxer 30 Very Sidi Motu BeloM smuratKrn
Standard N' P1n.e[,a1NM sk" Per Foot d A 140 Pound Ifanvner Nr" Saturated atxne liquid Irfnn
I all -no 10 me heir an a 2 inch OD Solt Materbeanng Per.rou. %,�,t t.elnw water
Barrel Sampler
RELATIVE GRAVEL PROPORTIONS
RELATIVE SIZES
CONOIi1pN TERM RANGE
CoanP Grained So.hBoulder Oren 12
A lnlle RrnPl 2 14% Cobble
N'nh Rra%el 1% 49%
Gra.el
Free Craned Sod. Coane y1•• . 3••
15.29% . No 2W A little gravel 2 . 7% fine 04 • YI"
15.29% . No 200 Wrlh Rrarel R . 29% Sand
100 Coarse
30% . No A lisle Rra.el 2 - 14% A4 - 110
30% . No 200 Fine ^ 010 - 6840
2
WdA Rra. PI IS � 2A% Frere 1A0 • 1200
3(M . No 200 Gra.Pllr 16 49% S.11 6 Clar' 0200 Baw't1 on Plnt•c qtr
SE -4 1W)
TEST SYMBOLS
SYMROI
DEFINITION
W
D
Nater Content % of No Ny - ASTM O 2216
a/ kmnr - Pounds Per Cub-, Foot
U Pt
Irqurd Attu Plastic Limn - ASTM D 4310
Addainnal Incenion� in Last Column
Qu
Unconfined Comp SlrenRth psi . ASTM D
pq
2166
PP"ellomer('I Reading • Ton✓Sgwre Foot
16
TM.ane Reading Toni 'Sgwre Foa
G
SPecdK Gta.vy - ASTM D SSA
St
ShnnlaRP Limrh - ASTM Cl 427
sp
OrytanK Conten - CombUv1n Merhod
SP
S"l pressure . Ton WSgwre Foot
ps
percent SMeII
FS
Free Swell - Percent
KHrdmWn
Ion Content. leiter MMhod
Sulfate Cnnt"? - Pam M l n. vme Ax mRrL
CC
C.
CI Jw Pal', Me Content ►a!:,on M,,, As ms l
One Dr^'enr'onat Cansolxlarron
Qc'
- ASTM D 2435
Ttraxal Cnmpre((ron
CIS,
DrrP(t Shea, - ASTM D mm
K•
CoeM.rren OF Pemwathlitr . cm,",
O•
Onper{Mn Tea
DH-
Double Hydrometer - ASTM D 4221
�•
►AnKlr We Analyiin . ASTM D 422
R
E •
Laboratory Rnntnnr, In ohm - cm - ASTM G 57
P/exruremMer, Derormatrori &".,In TSF
Pull.presturemeter
Tru
S S•
Field VAric Sheat - ASTM D 2573
IR•
In6lrrometet Tea . ASTM D 338S
RQD
Rock Qualh Des.RnAtron . percent
• See attached data the" n. graph
WATER LEVEL
K'ater le.Plr nc�rwn on the hating loRt Are the IN.PI% measured m the borrnRr at the frmP and under the [ordA om rndKatPd In %3,d she
kxelt mar be con.rdered re l,ih a tt rwrd r tae• lh.l. r- (lar sal a mar nM be Itossible to dererm rle the ground wait lP.el N,thm the normal
rdl to
hole mayubP ""StArybt00 real hexcer' where heiro or !wren d more pert "'us wNPrbeArinR $od ale present F.ln them. an extended rlerrod of
the true le.el of the Rrnund Maeutabfeum TherefurP the tx,utron or the water hr.el ..mhol for cohesne M mord texture sdlx rma. not indicate
TM a.arlable Mater 4.e' r"wmatron n Rnrn Al Me bottom of the lop st.ert an irrtr.er.rnu% layer thw impeded m rexhrnR she MNer table.
DESCRIPTIVE TERMINOLOGY
DENSITY CONSISTENCY
TERM ' 01" VAIUFTERM laminal on Vp to II thick stratum
Very bore O.a � tent 112" to 6" thiel luawm
100W Sd Medium 4ar%Pd 1!2" b 6" dncon.ntxrl stratum Doc►N
Medium Deni 9 15 Rattler Sim Abe'MtwtR ymrnatrom of clay uh and !or Fine
Drnw 1630 SION grained $and M colon thereof
Very DemeD.v PoMd[•ry no naxeabte Maser
Oxer 30 Very Sidi Motu BeloM smuratKrn
Standard N' P1n.e[,a1NM sk" Per Foot d A 140 Pound Ifanvner Nr" Saturated atxne liquid Irfnn
I all -no 10 me heir an a 2 inch OD Solt Materbeanng Per.rou. %,�,t t.elnw water
Barrel Sampler
RELATIVE GRAVEL PROPORTIONS
RELATIVE SIZES
CONOIi1pN TERM RANGE
CoanP Grained So.hBoulder Oren 12
A lnlle RrnPl 2 14% Cobble
N'nh Rra%el 1% 49%
Gra.el
Free Craned Sod. Coane y1•• . 3••
15.29% . No 2W A little gravel 2 . 7% fine 04 • YI"
15.29% . No 200 Wrlh Rrarel R . 29% Sand
100 Coarse
30% . No A lisle Rra.el 2 - 14% A4 - 110
30% . No 200 Fine ^ 010 - 6840
2
WdA Rra. PI IS � 2A% Frere 1A0 • 1200
3(M . No 200 Gra.Pllr 16 49% S.11 6 Clar' 0200 Baw't1 on Plnt•c qtr
SE -4 1W)
CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES
ASTM Designation: D 2437 - 63 SOIL ENGINEERING
(Based on Unified Soil Classification System)
Sod CtassfC~
Omens tot Assgnng G,mv Srrrroon aw G,oup µMy[ VWV LSWMWV 7[R: Of" omup Nrtia
Sr,,w
Coarse G'aryd So -is G,awts Cra, Group Orta and ISCttf GW WR. gradb Orr y(
Mon than SON rRta.y 0n 16110,01, than 504% coal" LOW Iran SN ImMc
No 700 SW40 ractw rR1a.Hd M Cr.a rwp la cca'y GFI FIoonr waded Ora,.I'
No . s..R
Gravoq .al. F.yR F." cyNlp as ML of W GM Swr Pa.a' °
Uwe Mw t2% Irysc
Fr.ea Cla1W7 as CL at CH GC CtaTM gtRt+er, a.
5rys C wn sands Cr.Z6 ltd Is Cc s 7s sw WR81gadRO sand
SON or more 01 Cor" Lau roan 54 non°
I1KW 91051,09 NO c..1 anrlp I1, cc s]+ sFI voort7 vadad Sand
a s..w
Saws .Kn F.w F.ys [yfMp as NL or W sM ga81' trrAR "
More man 12% I.ya°
F.yt ctaswh as CL p CN SC CuyRF aMe°"'
Fina G,s+wd Sots Secs and Curs rsp0a^t PIX -7 and ooq on a atw•R CL Lean CWLr
504 0, mwR pasMs pw Lqu.d art.d y" tftan SO 'A' tna'
No 700 w.s
PI s1 p as0ts WtO. A M_ S.tt• I r
aria'
orO c Lq'.d Nod 0"10 dryd c0 7S OL Or9a^t c W a r a
L a.rd L...1, not 01.00 Grpyyc au' s r o
Sm 1,w C•rrs .rotgan< vt yat on p saorR A" try CH Fr CW
1,r
L 0.d '.M 50 w ,•ora
Pt ppb easo. A" Irl taN E1YIC arae a r
pgan< L.gvd trod Ow" 0100 •075
L Wd trod riot 01vd Or9rrc ".1 r o
up I, wga,< sots Nr atd+ organ< manor dare -n Cote &w pORntc oda OT FIRM
Fibra Pkat 7t,-% F-rrrt Nrm r P. -it 111 r,'1 I hr•,. Sawa Prat < 13% Frbers
-Bare m ," ..wa,a. P.tv'g nv s., r5 �.t •+.. i0� •r awror0 .n.ss ow • ri :hw w.a sed a a CLaI.
it •�.e srv. canu..d cooD.rs d 1,...w+ d a„rn ape rC.. Dr tow Cc .
pr - Nt1 cur
pro • 'r rt cd .two •S a 79% ws Np no .da ... W4
M cmc_ d b_." s d a.- M Wap w.
co,F •,..S b ,7% •„a. r. w- R.r -,-om '0 w- c0~4z`S4 aw.0 am M s 0 Wap d .-I, .KtiN D,�
ow OM w• W ndsd g,a.a ..n M .M. r0 rat cd.wt V% 0ro Ido wood.. W" to"
O W OC •a• W rr W.- . cm, % tr.s drV/ r CL Ak r.1, mrr seed oc Gr d am Nndr b W V-0 IV"
OP40W ar V.-1 Q'I • W rr •pr car+w[)0•• o•t. tk 700 tr.ea"r•a„Rr
NOC rrs•r W.J.d WM M cur '1t try. an .9. apo '•' dgrK •,+• M w— Wo— We Wwq c Worn n.�
'M
°'Swot ..r.5 o 174 N,011 MIN- A,r $I"" ARM 'a, a. n.1, y°ts .r. d
me"
W A w
Sri SM r.s vw" -.0 .ne. M 'a d commosa,5% 7, am ..n waw. to grow °°'•• d t.dt tr.w A'
SM SC w9,woc -I M Nr .M. .A p•dt tr' d .DA
„►, na•I ra • w
S1, S.. w..•r W.e.e ..,n '•" •"'
Sr SC own W.ad ••^d ..n cur
S'E.1 .uLr t•t w
( Mass.-,. ) t:t.r N I fM craft,l.q/.Ra of I.-glRr.ta Nrlt
�t .� . ♦ ♦ • : n w r W std 1,-i. l.1, -1,+R ra wr.R grr•W9rs /�
M S0 }L
� EMIrRa s? 1 -ew �
o r t H e MW.IriSN of FI -a IsLL-205.
r t
town v1 -0100.L -M 'W
r 9�•yr i i EMtrR. af'd-Ira9
•: •0 wrHgl at ll •11 MFI• G�
1 i tIr v1•01111-11
>0
y V /
•9 t1,. � M // �/
+� as Z, 4 2O . MH OH
i! .MIN •
° Ot 10
PIMITICLE 1829 80 MILLIMETERS a
1
C.--�ilril•I. -a 0 t sd 90 uo
• L101JI0 LIMIT ILLI
0
Loge of Soil Borings
Location or Project i G
briege made by Date
¢-/ 7-sS
Classification System: AASHO USDA -SCS X Unified ; other
Auger used (check two): Hand -X, or Power _; Plight_, or Bucket : other
Depth, Boring number A- I Depth. Boring number A - 2—
la Surface ele ration 33-4' in
feet
0
Standing eater table:
Standing eater table:
!resent at g � !� of depth,
/
Present at 38 of depth,
3!W
hour@ after boring.
ewe, .I-
hours after boring.
Not present in boring hole
L
3—
4-�L.C'�— 39" AS, Z�•... �.-��
7 --
a • . 4,
Observed at feet of depth.
S-
6 —
7 —
9 —
feet Surface elevation 33.3
0
1 —
z-
3 —
4 —
S —
6 —
7 —
e—
�,��i,.1',,4
S� ^ .✓/ A 4—T..i GisA,t —ADL
End of boring at `f" feet.
Pard of boring at `fes feet.
Standing eater table:
Standing eater table:
!resent at g � !� of depth,
Present at 38 of depth,
3!W
hour@ after boring.
hours after boring.
Not present in boring hole
Not present in boring hole
L.0 98''x'' 24-A4
4-�L.C'�— 39" AS, Z�•... �.-��
Mottled soil:
Mottled soil:
Observed at feet of depth.
Observed at feet of depth.
Not present in boring hole
Not present in boring hole
ObeQrvations and comments:
Observation d
BE -41(84—A)
Z as c0e01eats.
soaexpLoRawn -,oa No. /1r' S6. 74L
cxzrrolsrw
• ,
Lots of Soil Boriaxe
Location or Prolect �1 f "S f!O • �� �� : otic /yl-..
brines made by G 1� + �s Data
Classification System: AASHO USDA -SCS _ Unified ; other
Auger used (check tro): Hand or Power _, Plight or Bucket _: other
Depth, Boring number H -.7
is Surface elevation 33-3
fast
4 —
Depth, Boring number _
in Surface elevation
feet
0
End of baring at C�-_ feet. I IEnd of boring at feet.
Standing water table: Standing water table:
!resent at 3S" VW of depth. Present at feet of depth,
& hours after boring. hours after boring.
Not present in boring hole Not present in boring hole
Iv. c. a, 35,/, " As,,r 24 44, to',�
Mottled @oil: Mottled @oil:
Observed at feat of depth. observed at feet of depth.
Not present in boring hole Not present in boring hole
Obaurvations and comments: Observations and coements:
ISM QxPLDA_gtX3 1 i o • No. �' � (• 7%t
0 sE-41(64-A)
USDA SOIL TEXTURAL CLASSIFICATION
.- v v b 16
Percent sled
1 COMPARISON OF PARTICLE SIZES IN USDA SYSTEM
n Site Range in Millimeters (Mean Dianviee)
a 1 •.! •.!� t 1 9.09
I GRAVEL Sr►"V SILT
Mr ., CLAY
Cos P Coal"0&.*.0&.*.•.r" arlM res•, Cour r
•aw. n.., c••.r wool. n.
I1• 1• as N IN H!
U.S. Sundard Sieve Nwnbm
slarpow> mow..
til
PERCOLATION TEST DATA
PROJECT: 122' /-�a4cl.T-" -7 IOBNO. /2J --"o/
TEST HOLE LOCATION, 49w t s K "r C it
NOTE NO.
DATE PREPARED. 4- f -7-V;- DIAMETER, INCHES DERV, ,/Q INCHES
SOIL PROFILE aL.=✓.
DEPTH FINCHES) CLASSIFICATION (ASTIR, DEMI(
METHOD Of SCRATCHING SIDEWALL --� I A-9, G.;
DERV OF PEASISEO GRAVEL 101 EOTTOM OF NOLE, Z INCHES
IMKEAI FEELING DATE. 4 -/7 O 1 - TIME,
2 b
WATER DEPTH OF INITIAL FILLING. AEOVE HOLE EOTTOM, / % INCHES
TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SERVED AWAY Z'7 MIN.
METHOD USED TO MAINTAIN AT LEAST I..ftCHES OF WATER DEPTH IN HOLE FOR AT LEAST S NOUNS, ' C.N.- V-.
.+arta 17- S- -M ` *1,-, r"' j -....s A A.�..-A 'T- s30t O/t•T.,cni
CONDITIONS AFTER SOARING PERIOD, ^ J D'r
PERCOLATION TEST READIMEE EIV, 1 J L
DATE PERCOLATION TEAT STARTED, t - R TOME,
MAXIMUM WATER GER" ANOVE "OLE BOTTOM OWNING TEST, - IMC"ES
TIME 60a ASUNEN
M ET DROP IM PERCOLATION
TIME INTERVAL WATER LEVEL RATE IMIM,ITES REMARKS
tM1NUTESI (IMC NEE) (INCHES) PER INCH)
D
r
3 I D
PERCOLATION RATE
Shc QY
SF-u(SOA)
PERCOLATION TEST DATA
/) &A,/c1 i Lo+-.> JOB NO. /20
PROJECT: -J
NOL[�
TEXT MOL[ LOC ATIOM
DAT[ PNEPAN[D: , i7 • D DIAMETER, ARCHEI DEPTH: INCN[3
SOIL PROFILE Gtay. 33.+,
[ITN (IMCNS:SI CLASSIFN;ATION (ASTM. 02408)
- S�✓per/ G�w� L✓'1•7� 11"
D.4A— �.t.,�J , )toe s
t A—' SG,l t.Jy1
METHOD OF SCRATCHING SID[WALL
DEnH Or PEA-SIZED GRAVEL IN NOTTOMaOF NOL[: INCHES
+ ,
- / 7 - a
INITIAL FILLING DAT[: si- -- TIME:
NATER DEPTH OF INITIAL FILLING. ANOVE "OLE. NOTTOM: INCHES
3 O
TIME INTERVAL WHEN ALL WATER room INITIAL FILLING SEEPED AWAY MIN.
O �. C
METHOD USED TO YAIIRAIN AT LEAST it INCHES OF WATER DEPTH IN MOL[ PON AT LEAST 4 HOURS!
T- ..L („jH, - A -7 517�,'J�t�l•:,) Ti//��.� `...10.f-� /«,r-Ia Ta SoS•c gi►:i.l A
I E Z•
A L• ►Y I. �? l l • n 1J n
ED"aTlo"s AF'�:R SOAKING PERIOD: r
i s I. L a t es t i� rA� •
PERCOLATION TEST XtADINGS NV: C `A ~ t
a / Ate+
DATE PERCOLATION TEST STARTED; 7 TIM[: •
MAXIMUM WATER DEPTH ANOV[ HOLE NOTTONI DURING TEST INCHES
TIME
TIME MEASU NEY [NT DROP IM PENC OLATION
INTERVAL IANC HES) WATER LEVEL RATE (MINUTES
ORMAN"
(MINUTES) (INCHES) PEN INCH)
[J
t T
< S
J
a,; <
2 L
rZ•
r
?_t
4
z I
3 S 4—
,�
¢ '4; 7
Pt RCOLATION RAT[MIN//NCH
soK QxPLoAatmon
PERCOLATION TEST DATA
PROJECT: _JLo� I�a�cuBnS PDJOB NO.
TEST NOL[ LOCATION: _ NOL[ NO.�
OATS PREPARED- 'A• /7 JO 71AY[TER, � INCHES DEP►M, INCHES
SOIL PROFILE GLL=✓ 37, 5 '
DEPTH (INCHES) CLASSIFICATION (ASTM, D84EI)
- 2 A✓�� LOq t -A zol-.F c.K-
--r
METHOD OF SCRATCHING fI DEWALL STILw A--� SC Iu.Jp11/S�-
DEPTH OF P[A-SIZEO GRAVEL IN BOTTOM OF HOL[i Z INCHES
INITIAL FILLING DAT[:y/ / 7 F;:5 TIME. 2 2
WATER DEPTH OF INITIAL FILL NG. ABOVE NOL[ BOTTOM, INCHES
TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING S[[P[O AWAY S YIN.
METHOD USCO TO MAINTAIN AT LAST 17 INCHES OF MATE/R DEPTH IN NOL[ FOR AT LEAST 4 HOURS, A,
�- 441.4,_t A, s.�i.'/L'e/ 1!/r .. / ..5s A.o ��. .-�JTe J71L Q✓Pi ✓�4.�
CONDITIONS AFTER SOARING PERIOD, �T L T ✓�' �i 1� / / - _ S
i� I•_ BILA r'r .7
1
PERCOLATION TEST READINGS BY:
T p O
OATS P[RCO LATION TEST STARTED: � / + S � TIM[
MAXIMUM MATER DEPTH ABOVE NOL[ BOTTOM DURING TEST: INCHES
TIME Y[AfURIY[NT DROP IN PERCOLATION
TIME INTERVAL pNCN[f) WATER L[V [L RATE (Y INUT Ef REMARKS
(MIMUTES) (INCHESI P[R INCH)
/5'
to T�
PERCOLATION RAT[ IN/1NCN
sow EXPLORation
PERCOLATION TEST DATA
PROJECT: 12 c V $ _wcs• -r �p.^ r ,Co,tD oa'o , r.y- /Ln• Ec-
j08 NO. 7 �-
TUT MOLE LOCATI00C L �- K L 1 C .1
NOl[0.�
DATE PREPARED, OIAY [TE R: `^
INCHES O[PTN. INCII[f
SOIL PROFILE ( LLIE ✓. 33.z-'
DEPTH (INCH[!) CLASSIFICATION (ASTM, DZMN)
r Sgv P✓ i •,o.
-71
METHOD OF SCRATCHING SID[MALL
DEPTH OF ►tA-SIZ[O GRAVEL IN NOTTOM OF 0/OLE
_
INITIAL FILLING DAT(: 4' /7__'s'
INCHES
-
WATER DEPTH OF INITIAL FILLING, ANOVE NOL[ NOTTOM:
1NCNU
TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SCEF90 AWAY
YIN.
METHOD USED TO MAINTAIN AT LEAST 18 INCHES OF WATER DEPTH IN NOL[ FOR AT LEAST 4 HOURS �fi •�sl�,
✓�4r
CONDITIONS AFTER SOAKING PERIODS
•/ F- f
PERCOLATION TEST READINGS RVQ v - ' t , • ! a :—,r
DAT[ PERCOLATION TEST START[O. D S
07
YAIIIMUM
TIME.
AAI�y�
WATER OEFTH ANOV[ NOL( NOTTOM DURING TEST �K
TIME
INCHES
TIME INTERVAL M[ASUREMINT DROP IN
PERCOLATION
(MINUTES) (INCHES) WATER LEVEL
(INCHES]
RAT[ (MINUTES REMARKS
/ J
5'f
PER INCH)
7 - 1 ` ��. L 2 t•
.
`
7$ C� S/. c7rii
l
I PE RCOLATION RAT[
SOIL expLoAation
J/IN/1NcN
IV
ME
PERCOLATION TEST DATA
PROJECT: 11-00$t�cic[•,v5 �f��
,•% .Cdr•
JOB NO. 12a"C%- 74g-.
f L -1 9 G .�
`
NOL[ NO. J--�--
T[fT MOL[ LOC ATIONI
1 $ �~
r W INCM[f
09/764: L INCM[f
GAVE PREPARED,
04AMETER:
SOIL PROFILE
C,,xV I3•-71
O[1TH /116CM
CLASSIFICATION IAST51- 05M0)
/y)
M[THOOOF SCRATCHING SID9WALL
DEPTH OP 109Ak11129D GRAVEL IN 11107TOM OF NOL[:
'NCM"
1.4 - 17- S6--
"
INITIAL FILLING DATES
TIME:
/
WATER 09PTM OF INITIAL PILLING, AHOY[ HOLE BOTTOM: INCHES
TIM[ INTERVAL WM[M ALL WATER FROM INITIAL FILLING
59[1[0 AWAY MIN.
✓,,,
METHOD USED TO MAINTAIN AT LEAST IS INCMES OF
WATER DEPT" IN MOLE FOR AT LEAST • HOURS-
CONDITIONS AFTER SOAKING 19X1001
N
n � i I
A
A
A. O 1 r J
P9 RCOlAT10N ♦[ST READINGS HV1 11
/ , O
OAT[ P[RCOLAT/ON TEST STARTED: ,
` TILE:
Ay. Py
MAXIMUM WATER DEPTH AS0V9 MOL[ BOTTOM DURING
TEST: INCNLS
TIME MEAiUR[M[NT
TIM[ (RITE AVAI (INCMIII
DAOP IN PERCOLATIO N
WATER LEVEL RATE IMM UT[S
R[YARKf
If11NUT95)
/INCM9S1 PER INCH)
lit -
7
It
1
7
7
L
PERCOLATION RATE
1N/ -NCM
PERCOLATION TEST DATA
PROJECT: *2o•w
/20- 817¢
_ 108 NO.
TEST NOL[ LOCATION, ST K,Q % L H
X
_ NOL[
DAT[ PREPARED.— - 17 -
NO. 1.. 1
DIAMETER, INCHES DEPTH•
_� INCHES
SOIL PROFILE a_ -: ✓ i3 3 '
DEPTH pNCNES) CLASSIFICATION (ASTM, DIM{)
METHOD OF SCRATCHING SIDEWALL
DEPTH OF "CA-SIZED GRAVEL IN BOTTOM OF NOL(. INCHES
—7
INITIAL TILLING AT(: - _ /
Ov
MATER DEPTH OF INITIAL FILLING. ABOv( HOLE BOTTOM: �� ,'
INCHES
TIME INTERVAL WHEN ALL WATER FROM INITIAL FILLING SEEPED AWAY MIN.
Y(THOO USED TO MAINTAIN AT LEAST If INCHES OF WATER DEPTH IN NOL[ FOR AT LEAST tHOURS: - PE
C --J>,
Y -c c,J�(lL • S. S°[;�L "�� I •, A / •tea o Sv��
Oo'c ✓ c
CONDITION{ APTER SOARING PERIOD: N 1 -- �� r^ /' - v i
I
i r,4
' / • + IC ip :I
/
PERCOLATION TEST READINGS BV:
DATE PERCOLATION TEST STARTED:
TIM[: �[
MAXIMUM WATER DEPTH ABOVE HOLE BOTTOM DURING TEST, r INCH"
TIME SSEASUREMENT CoROPIN PERCOLATION
TIM[ INTERVAL
WATER LEVEL
)
IM (MUTES) (INCHESRAT[ [MINUTES
R[MAR RS
INC H(E
( ) PER INCH)
Z
4
c
r ?Z / c
j3 g
;z
8
3 7
PERCOLATION RATE
INnNCN
SOIL exrxoRation
■
PERCOLATION TEST PROCEDURES
Percolation tests are set up in 6" diameter holes put down with either a pa ver auger or a hand auger.
The testi are normally set up adjacent (within S' - 61 to the deeper exploratory boring. They are extended
to varying depths, most often about 2' - 4' below the surtrre. The number and spacing of tests depend
on the soil conditions and the expected volume of effluent.
The bottom of the hole and and the lower portion of the v -all are scratched with a sharp Instrument to
provide an olien natural soil into* hit h the water can percolate. All loose material is removed A 2 ' layer
of fine gravel (jxea gravel) is placed in the bottom of the hole to minimize scouring.
Water is then placed in the hole through a pipe or tube, to a depth of at least 12" over the gravel. A
reference board rs then placed across the hole and is firmly held in place. ember with stakes cr by mounding
soil over each end of the board at a sufficient distance from the hole. Ahernaiively, a ' Perfect Perker"
with a built-in float type measuring system is used.
Several measurements are made during the initial portion of the %raking penrxl to determine the approxi-
mate seepage rate
In clean, sandy sods where all the water seeps away in less than 10 minutes, the test can be carried out
immediately. The water level is adjusted to 6" over the gravel and the drop in water level is then recorded
every 10 minutes until three consecutive measurements vary by less than 10%. Alternatively, the time
when all the water seeps away in '?ss than 10 minutes is recorded. The level is adjusted to the 6" depth
after each recording.
For all other soils. water should be maintained at the 12" depth for a minimum of four hours. The hole
is then nearly filled with water lust prior to leavicg the site and the sod is then allowed to soak and swell
overnight. The water level can also be muntained with an auto^tatic syphon. If water remains in the hole
after the overnight soaking period. it is adiusted to a depth of 6" wet the gravel and.: minimum of two
measurements are taken at 30 minute intervals. If a slurry or slough -in is noted the'"om of the hole
is completely cleaned out and a fresh layer of pea gravel is again placed in the bottom of the hole. The
water level is then adjusted to the 6" depth and the drop in water level is then recorded every 30 minutes
until three consecutive readings are within about 10%. The test is terminated of two consecutive
measurements indicate a rate slower than 120 minutes per inch. Alternatively, the time it takes the water
level to drop I" from an 8" reference point. after maintaining a constant water depth of at least 8" for
4 hours, can be talen as the percolation rale. In sandy soils where the first 6" of water seeps away in
less than 30 minute, atter the overnight soaking, measurements are taken at 10 minute intervals.
The drop in water Iesel in sandy soil is measured to the nearest 118' and in clayey soil to the nearest
1116" The giv en per( alar ion rates are taken from the !atter measurements at each location, unless other-
wise noted.
SE -26 IU B�
MOIL eXPLORat1On
mrroorw