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Permit
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Second System on property
Third System .etc.
Floor Plans
Please See Building and Land Use Approvals Files for additional information.
Parcel02 g Ce -343 1 1
ASPEN/P ENVIRONMENTAL HEALTH DEPARTMEW
APPLICATION FOR AN INDMDUAL SEWAGE DISPOSAL SYSTEM QSDS) PERMIT
Name of OWNER��L �� tiY2d>✓� Bus. Phone # X25-5k�j
Mailing Address � > ^ �� �� 01 1—L4Iome Phone # I 58�Q)
Name of AGENT �i - - Bus. Phone #
Mailing Address i' Home Phone #
(i,�Copy of Permit to be San, to: IVL�2L/
PERMIT IS FOR: XNEW INSTALLATION, () REPAIR () ALTERATION NOT DUE TO FAILURE, of 0 EMERGENCY USE. for permit #
135 `P[Ck-t`f--P�1 1,4 /E SfV 10S,S• CO.
STREET ADDRESS of Property: �fI /
LEGAL DESCRIPTION of Property: ggee yR,-- lag. block i, Sting1 and aubdfv.
Size of Lot rr' acres Type of Structure Proposed 7+'drfy �1D `"✓
# BEDROOMS #LOFTS #GARBAGE DISPOSALS _, # DISHWASHERS 1,, #CLOTHES WASHERS
Water Supply: () Private Well, () Spring, () Stream. or (s(sydam (Public or Private Name:
IS PROOF OF ADEQUATE WATER ATTACHED? () YES or (40 HAS THIS PROJECT BEEN APPROVED BY PnION COUNTY? YES or () NO
Appeadw w w k4wwud ee..sge dkpont 8, ppm" k hereby assets MW nl0arslprrd acgwekdpes thw thw rbwe k""son k w and and wee intm lion WE wafid to the appkebon wu1
"wbuq nl p =IL keuwn of dw perme does ad e14>ricldy w Yrpar. t I%* iti appwd d any allm panne repuired 1n oonsfixtion puruad b Pithdn County 00d No coridrwtion may be and ken
mW sn apprweh ant permhs have Wen obbkwd lin www aaaar Y lesporaOatln In ase d Isk" w badepuary Of this system
SIGNATURE OF APPLICANT%��� �� Z� Date'-�°S
The application becomes invalid 120 days from the Ole signed. This Penult is valid only for the design as specked below.
eearuurrurrrrraarmrruaraBELO1N FOR OFFICE USE ONLY^rrrrrerrrrrrrrrrrrrrrrrrrrrrs
INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT #
$150 fee paid (q Yes. Date received %' l I - y Receipt # Received By 6 K
DESIGN CRITERIA OF SYSI EM TO BE INSTALLED: Any changes must be submitted and approved In writing.\\ '
# of Bedrooms: h Percolation Rate: '%t mpi, Average Deily Waste Flow: 1000 gallons. ( be5r'jn ♦F/Otd I7sa)
Is an Engineer Designed system needed? () Yes nr (y No VA per aw q dredww d ar aa -1 vw tW wapn.a Any" - W be append M
In wwrig aw go q«
Wag adthy wd a MInsralldlon b the Emtr ,%UJ Hearth De'Wdn,wa b wrbV)
Minimum Septic Tank Capacity 00 0 gallons Absorption Area I square feet minimum dl,
() Absorption Bed, ( ) Absorption Field :o Trenches, () Gravel -less system, () PumpingiDosing Chamber, () Absorption Pit
i/ .30Oleredud;v1 0 Olowcd -(a- a/ gra,00055 5(134w. de grAo0whiA would
�y�� sQrtArC �oakt9C iD /S48+r ' • lu.t In 'sift - Cncn34ra.h jr"illcs3 ChOuber—) ,n 4 hej
7 yra.vG1i6 G)ta4Llwr-5 art 6e5zrJ, 04 ekatthtr W,'If tx. 9ui•cd i8 rows or fl ehstttf�6ers).
Stegesldng Inspection: () Before excavation, () Upon completion send prior to ppm of gravel, ( ro ocow ring distribution system of absorption
field, (. Pcompletionrior to backfill of any component and arty situation deemed necessary by Environmental Health Department Stell.
PW,s W speeekati of the proposed bdhAdud a ge dbpwd system Me Wan rer4wad enc N wr'vdered satidscb Y- Pewnbston Is herby 9r b the o.rw a his pent io WM the work
kMlaled above b sxor0ance with we Pawn County Mivbual ae„e9e ObposN ne9ulaaons b Med on th,e tle4 d blue. b rtldaion b 9enerd prodsbm rd rarN M airy Wed,msna, sus Pmdl b wbjecl
w h Wo kV addN &] Wm Nd cmdnbnt p wry:
APPROVED FOR ISSUE BY: %r " DATE OF ISSUE:
Thr show Wr ,Muei sewage Gaposd sydem hes been W pWW uta by Ewir fWil H 10*9 wit TW °^ear s:amw+
sydem Cdnplele as -0 in dnwirq W dl speoau4ont Of esAde art Irwhd0d wsh els permk
I FINAL INSPECTION BY:
nsponjft l in ossa of iuwre w w+adeou" d wh
DATE OF FINAL INSPECTION:
I:90THUDO,PT P w—PEWITA t IW IDOUTH GAIEM STIEE1 s ASPEN, COLOPADO afe11 - PHONE 3US11IM50T0 • FAX=920.5107
M.@o Tqs PRNTED ON RECYCISD PAMR
Pt I a grdut)
(�sLd #Lo1 Jl:�.. drs�lr� �x.ti1'a'Y
fej ). (o-feeil- of and Skrb*ed
is em wdtred) Leo ItaS+ I Y2-- ift+ of Itgt- u e-)
PiPc �r a 30% reda-r�'m er Salo IAc a.! a�'(7 row
soil Mu54- be yKj'jt"d bdwten Each -}ranch
10�n'
yeas+ bf—
d 79 dnet1
&e a flit c)-
Parcel ID#��.�_
ti ASPENIPITIqbJEENVIRONMENTAL HEALTH DEPARTMENT.
APPLICATION FOR ANIWADUAL SEWAGE DISPOSAL SYSTEM (1 0) PERMIT
Xe
Name of OWNER fz12�:, Qtuyio j( ^/ �1a,)a. Bus. Phone #
Mailing Address
Home Phone #
Narne of AGENT I Bus. Phone #
i
Mailing Address AkU Home Phone #
Copy of Permit to be Sent to:
313-OI-OUY
ERMfT IS FOR: () NEW INSTALLATION, () REPAIR () ALTERATIONS NVT OUE F URE, or () EMERGENCY US�- for permit #
ADDRESS of Property:
GOALDESCRIPTION of Property:[,�-E'
of Lot _ acres Type of Structure Proposed
lot block . firing _, and subdiv. _
BEDROOMS _, # LOFTS _, # GARBAGE DISPOSALS # DISHWASHERS #LATHES WASHERS
ter Supply: () Private Wel. () Spring, () Stream, or () System (Public. or Private Name:
PROOF OF ADEQUATE WATER ATTACHED? () YES or () NO WAS THIS PROJECT BEEN APPROVED BY PRION COUNTY? () YES or () NO
nanem for m kWhWua so—" dbpmw syslaa pemdt is hweby -"nbea The w dadWwd dmowladges Vier tM abga iaolalaala kknse and that labs fnfonasaon 1Nn tivegdaN Y1s applluaon eM
sutwq, ld pemdb is ss of the PemYt does not 0011rmyor FWGdly I040Y ria appwsal d any 10W psnllt legllYad larek11ms1dml psamlb PtlM Court modes NO mmm�rdiprl alsq be uvleNlaen
1 d app mis end per t have been d1wnM. The owner assuees a1 n In ease d faaae a tnaaeguacy d a+a ys9ea
3NATUPE OF APPLICANT Date
application becomes invalid 120 days from the date signed. This Permit Is valid only for the design as specified below.
•esaaa..*....................BELOW FOR OFFICE USE ONLY'.........*.................
INDMDUAL SEWAGE DISPOSAL SYSTEM PERMIT # 9SU 3 �GUi SEI
150 fee paid Iv Yes. Date received 7 //- 7 S Receipt # as Y3 Received By O K-
)ESIGN CRITERIA OF SYSTEM TO BE INSTALLED: Arry changes \must be submitted and approvedin writing. I
��, LYsry n Nouse = 3,
of Bedrooms: , Percolation Rate: -ry mpi, Average Bail¢MMesl'e Flow: y0 19 gallons.
an Engineer Designed system needed? () Yes or ", Na (a pleas .rid apfWcadp d dw WVman be loaowad. Any dearges nmd be appeowd In wdtlrg line au engbua
,ail ceeay the MW mstanaton to the Em4omimw He/atsDepartmaa N ulwlg.)
1-rcyam nit/14C[I /aU0 ga/ #a�L'S id s B.•d/MC[s � �$,iG'C eX�74.ns�o-I
iinimum Septic Tank Capacity 2r
s0 gallons Absorption Area 4 170 square fed minimum #
Absorption Bed, O Absorption Field In Trenches, O Gravel -less system, O Pumping/Dosing Chamber, (bsorption Pit
cJrN welts (lS'S9aa.-re X 11 ' deet) wl(1 6{ ins-k0led. Each Q &)6i V" be �BSiI 0
6eazucLn W.Le_ cl-1 wtus ynttsf be ll' . fi/I �fbark3 mush mian444t'Wd.
Stages repuiring Inspection: O Before excavation, O Upon completion and prkx to placement of gravel, ('Before covering distribution system of absorption
.aid, (trPdor to backfill of any component and any situation deemed necessary by Environmental Health Department Staff.
1Ma and spKftAtlms of tt a proposed WMdusl saws" dbpos system nate been realewed art an oanWertd se6daasmy. Pe M Is hereby grated W tl1e owner W Ns agent b p of m the work
xrlNed abme N scwrd. wnh dw PUTAn Cwty 1 .W Sewage Disposal negulaams h Md m the date of blue. N addGm la oenerd poNsbns sal fart In erry amdrn d% ads Parmh is subiea
as feno»irg act& m lams end c W.,; 9
APPROVED FOR ISSUE BY: 4'j13 DATE OF ISSUE: %' 31-
he above 1MMduaf sewage Qapmal system hu been lnspeged for by llK F.m4omwdal tleaph OepaNnae. The owm assumes r lespmsfiwks In rise of flak" W fmdeo y of Nb
.teens Compete ss-bdn dmwirg SM OR spdncabons d as-bA 'iio, ris PWA
INAL INSPECTION BY: DATE OF FINAL INSPECTION:
'OM/1001TCPCWP:PERMR.e.1 50o SO GALENA U ' ASPEN, 00LORA00 atoll ' PHONE o0 M5070 ' FAXW1.920.5197
_ EHO 1� Pf§NIED ON F£GYCIED PAPER
is
F� •• x�ASPF1d/f'I IKIN ENVIHUNMtJV.1/%L-;rlriu_.r nu
a'� • FINAL SYSTEM DESIGN r�
FINAL SPECIFICS & THE SYSTEM INCLUDED UNDER THIS PERMIT:-;
(As-BuIW Conditions) /I
Type of Tank or Treatment Unil:. Tank Capacity: _10 Co. yim,s - �Z
Typd of Absorption- Field .Absorption Area: 17 syume fed
DESCRIFnON,, CONDMONS;SAND SPECIFICATIONS OF SM. M DESIGN. .
ll- !7 a�' �„�/ i=,�n5 v, � �,si' dt� 'wGeL: , �r�tat;,s;ops •cht�ktd ; � o IC..::
VLiR ��� c:. w,1cr :r�,t►�f 6.,� o:.u�. +�P df
11- oto-QS' aZAd , c4r,4 Wa Courl�,Ir�1 • . �cd,�' .w;ll htJ[i Prch�rs.. la ucr� in5(all,til'ai
tuh ich An4k - .3AOv id br. WA4. _ 5ti,,t IS 4,; !sl• ,1. , f
FINAL INSPECTION BY:
13
Aspen / Pitkin Environmental Health Department
Contact Log Sheet
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ASPEN • PrrKIN
ENVIRONMENTAL HEALTH DEPARTMENT
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Sao -Sy38
(970) 920-5070
130 SOLYTH GALENA STREET
ASPEN, COLORAD081611
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0
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
July 21, 1995
Rudy Netzer �
P.O. 2322
5020 Road 154
Glenwood Springs, CO 81601
Fax 970 945-8454
Phone 970 945-7988
Aspen, Colorado 81612 Job No. 195 286
Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed
Residence, Lot 8, Block 1, Filing 1, Gateway to Snowmass, Pitkin
County, Colorado.
Dear Rudy:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and
percolation testing for foundation and septic disposal system designs at the subject site.
The study was conducted in accordance with our agreement for geotechnical
engineering services to you, dated June 8, 1995. The data obtained and our
recommendations based on the proposed construction and subsurface conditions
encountered are presented in this report.
Proposed Construction: The proposed residence will be single story above a walkout
basement level and located on the site as shown on Fig. 1. Ground floor will be
slab -on -grade. Cut depths are expected to range up to about 12 feet. Foundation
loadings for this type of construction are assumed to be relatively light.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to reevaluate the recommendations presented in
this report.
Site Conditions: The site consists of vacant property uphill of Picket Pin Lane in the
lower part of the Gateway to Snowmass Subdivision. The building site is at the
transition from the steeply sloping, oak brush covered hillside and the moderately
sloping, sage brush and grass covered field. The elevation change is about 10 to 12 feet
across the building area. An abandoned irrigation ditch is near the toe of the steep
slope just uphill of the building site.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits in the building area and one profile pit in the septic
disposal area at the approximate locations shown on Fig. 1. The logs of the pits are
presented on Fig. 2. The subsoils encountered, below about 1 to 21h feet of topsoil,
consist of stiff silty clay with shale fragments. Results of swell -consolidation testing
performed on relatively undisturbed samples of the clay, presented on Fig. 4, indicate
low compressibility under natural moisture conditions and light loading and a low
collapse potential (settlement under constant load) when wetted. The samples showed
high compressibility potential under additional loading after wetting. No free water was
observed in the pits at the time of excavation and the soils were slightly moist.
-q"
Rudy Netzer �
July 21, 1995
Page 2
Foundation Recommendations: Considering the subsoil conditions encountered in the
exploratory pits and the nature of the proposed construction, we recommend spread
footings placed on the natural clay soil designed for an allowable soil bearing pressure
of 1,500 psf for support of the proposed residence. There could be 1 to 2 inches of
settlement if the subsoils become wetted. Footings should be a minimum width of
16 inches for continuous walls and 2 feet for columns. The topsoil, any existing fill and
loose disturbed soils encountered at the foundation bearing level within the excavation
should be removed and the footing bearing level extended down to the stiff natural clay
soils. Exterior footings should be provided with adequate cover above their bearing
elevations for frost protection. Placement of footings at least 42 inches below the
exterior grade is typically used in this area. Continuous foundation walls should be
reinforced top and bottom to span local anomalies such as by assuming an unsupported
length of at least 12 feet. Foundation walls acting as retaining structures should be
designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at
least 50 pcf for the on-site soil as backfill.
Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support
lightly loaded slab -on -grade construction. To reduce the effects of some differential
movement, floor slabs should be separated from all bearing walls and columns with
expansion joints which allow unrestrained vertical movement. Floor slab control joints
should be used to reduce damage due to shrinkage cracking. The requirements for joint
spacing and slab reinforcement should be established by the designer based on
experience and the intended slab use. A minimum 4 -inch layer of free -draining gravel
should be placed beneath basement level slabs to facilitate drainage. This material
should consist of minus 2 -inch aggregate with less than 50% passing the No. 4 sieve
and less than 2% passing the No. 200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95 % of
maximum standard Proctor density at a moisture content near optimum. Required fill
can consist of the on-site soils devoid of vegetation, topsoil and oversized rock.
Underdrain System: Although free water was not encountered during our exploration,
it has been our experience in mountainous areas that local perched groundwater can
develop during times of heavy precipitation or seasonal runoff. Frozen ground during
spring runoff can create a perched condition. We recommend below grade
construction, such as retaining walls, crawl space and basement areas, be protected
from wetting and hydrostatic pressure buildup by an underdrain system.
H -P GEOTECH
0
Rudy Netzer �
July 21, 1995
Page 3
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular material. The drain
should be placed at each level of excavation and at least 1 foot below lowest adjacent
finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining
granular material used in the underdrain system should contain less than 2% passing the
No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 11/2 feet deep.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the residence has been completed:
1) Inundation of the foundation excavations and underslab areas should be avoided
during construction.
2) Exterior backfill should be adjusted to near optimum moisture and compacted to
at least 95% of the maximum standard Proctor density in pavement and slab
areas and to at least 90% of the maximum standard Proctor density in landscape
areas. Free -draining wall backfill should be capped with at least 2 feet of the
on-site soils to reduce surface water infiltration.
3) The ground surface surrounding the exterior of the building should be sloped to
drain away from the foundation in all directions. We recommend a minimum
slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of
3 inches in the fust 10 feet in pavement and walkway areas. A swale will be
needed uphill to direct surface runoff around the residence. The existing ditch
may need to be filled in to prevent flow of runoff onto the building site.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
5) Landscaping which requires regular heavy irrigation should be located at least
10 feet from the building.
Percolation Tests: The results of percolation tests are presented in Table II and a log of
the profile pit is presented on Fig. 2. The test results and subsurface profile indicate a
conventional infiltration septic disposal system is feasible at the tested area.
Limitations: This report has been prepared in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
H -P GEOTECH
Rudy Netzer _
July 21, 1995
Page 4
other warranty either expressed or implied. The conclusions and recommendations
submitted in this report are based upon the data obtained from the exploratory pits
excavated at the locations indicated on Fig. 1, the proposed type of construction and our
experience in the area. Our findings include interpolation and extrapolation of the
subsurface conditions identified at the exploratory pits and variations in the subsurface
conditions may not become evident until excavation is performed. If conditions
encountered during construction appear different from those described in this report, we
should be notified at once so re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on-site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the soil engineer.
If you have any questions or if we may be of further assistance, please call our office.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Reviewed By:
Daniel E. Hardin, P.E.
SLP/ro
Attachments
H -P GEOTECH
i
UTILITY EASEMENT
\ P 1 3
9,MVPROXIMATE SCALE
I = 20,
6
P2
— — — _ — — — — — —PROFILE ■ II
PIT
1
lip\ 1 \ 8
LOT 8 I
PIT 2
\\\
I� PROPOSED
\ \. RESIDE CN I
PIT I ■ \
Abandoned \
\ \ Ditch
_ BUILDING SETBACK LINE
110
120
E. 'I
I
(00
ro0
�IHEPWORTH-PAWLAK I LOCATION OF EXPLORATORY PITS I IHEPWORTH-PAWLAK I LOCATION OF EXPLORATORY PITS I I
195 286 GEOTECHNICAL, Inc. AND PERCOLATION TEST HOLES
Pit 1
Pit 2
Profile Pit
Elev.=111'
Elev.=110'
Elev.=85'
0
0
lo WC=16.0
5
DD=89
5
y
WC=13.1
7/ a)
DD=100
10
10
N
a
d
�
o
15
15
Note: Explanation of
symbols is shown on Figure 3.
195
286
HEPWORTH—PAWLAK
LOGS OF
EXPLORATORY PITS
Fig. 2
GEOTECHNICAL, Inc.
p)
W W
LEGEND:
FflTOPSOIL; organic clay, black.
QCLAY (CL); silty, sandy, shale pieces, stiff, slightly moist to moist, brown,
slightly porous and calcareous.
�q 2" diameter hand driven liner sample.
NOTES:
1. Exploratory pits were excavated on June 30, 1995 with a Case 590 backhoe.
2. Locations of exploratory pits were measured approximately by pacing from
features shown on the site plan provided.
3. Elevations of the exploratory pits were obtained by interpolation between
contours on the site plan provided.
4. The exploratory pit locations and elevations should be considered accurate only
to the degree implied by the method used.
5. The lines between materials shown on the exploratory pit logs represent the
approximate boundaries between material types and transitions may be gradual.
6. No free water was encountered in the pits at the time of excavating.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Moisture Content (%)
DO = Dry Density (pcf)
195 286 I QEOTECHNICAL, Inc.I LEGEND AND NOTES I Fig. 3 I
LL/
t
GontIWW 16.0 percent
Imoisture
Ory Unit Weignt = 89 at
Sample of: Silty Clay
0
From: pit 1 @ 4 Feet
1
I II
2
c
0
3
Compression
r
Upon Wettin
N
N
I I
N
I
rR
4
5
I
I I I III
6
1 I IIII
I III
q
I I I I I I I
8
1 1 (II Iilll I l l i lllI
0.1
. 65
1.0 io ;
APP! -IE -3 PRESSURE — ksf
Moisture Content= 13.1 percent
OryUnit weigm = 100 pct
IIII I I
0
Sample of:
1
From:ili6wilm $ Feet
I I
2
I
e
III I I I I I.
c
0
3
rWettingl
0
I I I I I I Upon
I I I
4
I I III
5
6
I
I II
0.t
1.p io 100
APPLIED PRESSURE — ksf
HEFWCRTH-PAWLAK
195
286
GTECHNICAL, Inc.
EO
SWELL-CONSCLIDATICN TEST RESULTS F+9 q
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
JOB NO. 195 286
TABLE I
SUMMARY OF LABORATORY TEST RESULTS
SAMPLE LOCATION
NATURAL
MOISTURE
CONTENT
1%1
NATURAL
DRY
DENSITY
(W)
GRADATION
PERCENT
PASSING
NO. 200
SIEVE
ATTERBERG LIMITS
UNCONFINED
COMPRESSIVE
STRENGTH
IPSTI
SOIL OR
SEDHOCM TYPE
PIT
DEPTH
RetlU
GRAVEL
1 %
SAND
1961
LIQUID
LIMIT
(%I
PLASTIC
INDEX
1YI
1
4
16.0
89
silty clay
2
8
13.1
100
silty clay
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE II Job No. 195 286
PERCOLATION TEST RESULTS
HOLE NO.
HOLE DEPTH
(INCHES)
LENGTH OF
INTERVAL
(MIN)
WATER DEPTH
AT START OF
INTERVAL
(INCHES)
WATER DEPTH
AT END OF
INTERVAL
(INCHES)
DROP IN
WATER
LEVEL
(INCHES)
AVERAGE
PERCOLATION
RATE
(MIN./INCH)
P-1
58
20
131/4
123/4
1/2
40
123/4
12 1/4
112
12 1/4
11 3/4
1/2
11 3/4
11 1/4
112
11 1/4
103/4
1/2
P-2
64
20
11 1/4
10 1/2
3/4
40
101/2
101/4
1/4
10 1/4
1 93/4
1/2
9 3/4
9 1/4
1/2
P-3
58
20
12
11 1/4
3/4
40
11 1/4
10
1 1/4
10
9 1/2
1/2
9 1/2
1 8 3/4
3/4
8 3/4
8 114
112
Note: Percolation holes were hand dug and soaked on July 2 and the tests were run on July 3,
1995.
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