HomeMy WebLinkAboutpitkin.eh.264514100004 (1983)ASPEIVI*PITKIN
ENVIRONMENTAL HEALTH �� TMENT
II'JIDT't�I. SF:We1G% DISPOS
4fi.L PERMIT N'3. O
ifiE PERMIT,
initial Consrruccion ( )En+crgoncy Us* ( )Reaalr 1Pcrk,(P:sviaua Permit ! .) ( )Alteration of an cxistir., systom.
or Installatamn (Previous Permit ! _ �•)
3 )Use Permit as a result of Sala ( )Othors ? Q'
ISSUED T0: DATE OF ISSUE. � ��✓ .� Q�
Cwnor D� .4 E �TTE,eF/EL� dome
del -re nh .2/ 99',- J/�
Ad�Irt?ss .�, S '
Agent JtWf E5 rl Ctl
o �
day 4-vl 1,�j_L'p
Phone Business Phone
I eu 262-10 -- -
its its tJ? Phone
Se*cape Disposal_ ayst,em Work to be performed by -Ly -de -1
- � __ 3- s 9 17 -
:his permit valid far ,premises )ocation by Cho follow ng legal
�.:ucription: LfIKC tL / ri•f�
LOT si2E i �7 —0-5 A
WATER SUPPLY LL_-
/1VERAC.E PERCOL4T�R71TF.
S1
I
Ionly
This lndividull SOWje DiScasnl Pcrr.,it
is granted with rc;ard to the following use: 45C'eC10NrArl1-Y
hu•Lcr oft do.tccome�Lofts,
Garbage Oisposals
Uishwnshcrs,l�_
Clo[ ^s Hnshsrs
CALCULATED AVLrA:::G Z.%!*.Y
'-?ASTE LO.A0 q5_
CALL^NS.
THE Zd:TATE Oc THE cYSTE:I Ii:CLT.MED 1PNDER THIS PE.R iIT:
.'Io *
:-yam of Tank or Treatment Unit:1�j46f7C�j Tark. Capacity �/dyoI Callon Minimum
Rethod of r1nal OispoaaisAf3sO,e/" / 10AJ �=CHrs 11b•or; tion Axe& r/ci Square Feat Mln.intuA
Description (including brand
lJnam1e, 1: any) of other equipment orlappurtnancess
All) Ajt
Cthcr Conditions or SpcclnicatiO/n�er��„�` �/�rf��` � Y��r�a • �/ `� S� �`� �&-b
'44
7140 4q4MA0
STAGES REQUIRINO' INSPECTION BY THE HEALTH DEPARTMENT: '
(
)Before Excavation ( )Upon completion of excavation and prior to plaCament of gravel �eafore coverin•7 distrthuticn
�+ \xystem cr absorpt.:u :loll
Prior to backfill of any component ( )Other, Specify: _AJOAje—
Plans, and specificattons of the sewage disposal syntem have bern reviewed and arc considered P:c"in?i.orn
i+ hereby ';ra:a_d to ^ owner or ht3 anon: to rcr;nrm the work indicated otn^vein a•._cordaece rich th.- Pitkin County 'nliiviluat
;
Sewac Disposal Rc•r.3iatiJ.,
ns in e`.'._r. cn the dte of issue. 1.13:id4tton t.� 9 nciaprovisions scc forth on the reveree here^t,
this Permit is autject to t2,e following additional terr..a and conditions:
APPROVED FOR ISSUE BY
^ r 771
_� •
The stove indivtdual sc'ra.�o dispon.11 Ay3'[crn installed by 1�1/t�Lt�LJl----�
has bvcn In::;'.'.<^d for •iwe t•y e rcproacnt.ir:y^ •,f the Tes:cn/^'.E lin—'_r; icon;^ ata hca ti i:ry.rrtmr_nt. Th. uvnr�r ar.'uw� a
rC:ponatb:llty An ca3c of latlurc Cr road ruacy Of thts sewego dinpoaal eyntom. Cnmplato as -built draw/ng etrachnJ.
PATE FINAL iNS M% -I, _ Is?idry
TITLE L�
130 South Galena Street Aspen, Colorado 61611 303/925-2020
s�
0*4 bAOO"t
GENERAL PROVISICI`; OF i%N
b. t I"% T r.*SPU - r cnntTm
D IZDi�,L s�aAc�L r,,.�_,.,s��� � �.�.
This Permit must be retained and made available for inspection at the above location upcu
request.
This Permit shall not be transferred without app -oral of the issuing agency.
This Permit shall expire 120 days after its issuance if construction has not commenced and
a valid building permit has not been obta_ned. A:y change in plans or specifications after
the permit has been issued invalidates the per -mit, unless a;)pr_val is secured from the
Health Officer for such changes.
This Permit is temporary until final approval is granted by the issuing agency in writing.
Final approval cannot be granted until construction, repair and/or operaci.on have occurred
in conformity with the conditions of this permit. This Permit is valid only for the indi-
vidual sewage disposal system and/or equipment specifically identified herein.
Before issuing final approval of this ?ermit, the issuing agency reserves the right to
impose conditional terms and conditions requir-,d to meet its applicable regulations on a
continuing basis. Monitoring and testing requirements may also be imposed. The issuing
officer shall be notified not less than 2� hours trior to backfilling or closing up the
work which would prevent inspection of components installed in places otherwise inaccessible
following such backfilling or closure.
This Permit_ may be revoked or suspended by the issuing agency for reasons set forth in the
regulations of said agency or of the State Boars of Health, as applicable, including failure
to meet any term or condition imposed taerecn dur a temporary approval or upon final. appro«al,
Each and every condition of this Permit is a material part hereof and is not severable. Any
challenge to, or appeal of, a condition hereof shall constitute a rejection of the entire
permit and upon such occurrence this Permit shall be deemed denied ab initio.
This Rgrmit is issued accepted with the undarstandin�z that a fee in the amount of
$�_, Plus cents for each mile traveler by a designated inspector from
the principal office o the issuing agency to the location of the system and return, may
be charged for each of no more than two annual effluent samples routinely collected and
tested from subject systam as deemed necessary by the issuing agency to monitor said
system for compliance with the Provisions of Article 10, Title 25, C.R.S. 1973, as amended,
and the rules and regulations which implement said Article; and that a like fee may be
charged for each such sampling taken in ccnjun ction with the determination of compliance
of subject system with a cease and desist order issued pursuant to C.R.S. 1973, Section
25-10-107(l)(k).
The issuance of this Permit does riot imply compliance .with other state or local regulatory
or building requirements, nor scall it act to c_rtify that the subject system will operate
in compliance with applicable state and local regulations adopted pursuant to Article 10
of Title 27, C.R.S. 1973, as amended, except cr the purposes of establishing final. approval
of an installed system for .issuance of a local occupancy permit��•��'s�iiant to C.R.S. 1973,
25=10-111('-2). f !
APPLINT ` S S GNA CURE
!■��77
ASPEN*PITKIN
ENVIRONMENTAL HEALTH -DEPARTMENT
APPLICATIO'S ECR AN ?NDIV IDUT-L SE6ti'1?CE DISPOSAL. PERMIT
Name of OWNER C /r� �� �U7 e PHONE
Address of OWNER. �Z/--
Name of APPLICANT
Fz%nft To BE: (V/?icked Up ( )Mailed to: TYPE OF PEPkIT: "New Installation t )Repair
( )owrar ( )Applicant t )Fmergency Use ( )Alteration NOT due to failure
W-AT!C.K of P?OPOSEn ,SYSTENs
:. gal/�t�eexcrr%ption� J/
lot ,�t (ILG G �i 1'M % Block �/'•t %� 1_.�nq ` ubcYv. siao size cf Lot ares
`YPE'OF STRUCTURE: (% Single Family Dweiling ( )Other: Do you plan any further a�ditions to the
residence? ( )YES ( 9
so. of bedrooms !� No, of lofts No. of Garoage Dlspcaals �_ No. of Automatic Dishwashers
W.O. of Automatic Clothes Washers _I,___ \
VATER SUPPLY: (./)Privets well, Depth CD )Tublie, Name of System
( )Spring
( )Stream or CreAk
""f PES Or IND_VILwJA_, Sr'+;P.rE C15Pr•;AL SYSTEM PROPOSED: '
Septic Tank/Absorption ^ield d )Aeration Plant/Absorption Field ( )Composting Toilet { )Incineration Toilet { )1,ound
a )Reepcling, potable use ( )Recycling, other use )Vault Privy ( )Ocher:
The initFal site inspection mea: be ari2naed with the Asp^n/Pitkin Envi:onnental Health eeaartment (925-2020, a:30-9:30 a.-+.)
tefore a ;permit can be issued. The ircividual sewage dispesai permit must be issued before a building permit can t+a obtained.
lrNAL I*r-P£CTION APPROVAL MUST 3E GIVEN BY THE ASPEN/PTTKIN ENVIPONMENTAL VEALTH DEPARTMENT PRIOR TO BACKFILLING ANY PORT:ON
OP THE SYSTEM.
Application for an individual. sew ge disposfi
i
Coxct•-eTe
pte 5 L' eNcare<l
4�c�Er 7�-r e
err, y 4Tei ,��TGG, 9
--- -770A)
a• �leooy,�
caware4'�_ S�e�J7c.
7-�9xJk-
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62
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as
che" and ssociates
CONSULTING GEOTECHNICAL ENGINEERS
5080 RD. 1154 GLENWOOD SPRINGS, COLORADO 81601 303/945-7458
SOIL AND FOUNDATION INVESTIGATION
BUTI'SRF IELD RESIDENCE, SNCYYVASS
CREEK, PARCEL I, PITKIN COUNTY,
COLORADO
Prepared For:
Aspen Design Group
289 Ventnor Ave.
Aspen, CO 81611
Attn: Steve Konger
Job No. 24,834
OFFICES: CASPER a COLORADO SPRINGS • DENVER • SALT LAKE CITY
November 1,7, 1982
TABLE OF CONTENTS
CONCLUSIONS
i
SCOPE
PROPOSED CONSTRUCTION
i
SITE C \TDITIONS
SUBSOIL CONDITIONS
FOUNDATION REC ,ZlE IDATIONS
FLOOR SLABS
EXCAVATION AND SITE GRADING
UNDERDRAINS
1
! SURFACE DRAINAGE
PERCOLATION TEST RESULTS
LMITATIONTS
FIGURE 1 - LOCKfION OF EXPLORATORY PITS
FIGURE 2 - LOGS OF EXPLORATORY PITS
i FIGURE 3 - LEGEND & NOTES
4 FIGURES 4&5 - SWELLr-CONSOLIDATION TEST RESULTS
FIGURE 6 - GRADATION `PEST RESULT
TABLE I - SIR MARY OF LABORATORY TEST RESULTS
TABLE II - PERCOLATION TEST RESULTS
LJ
1
2
2
3
4
5
6
7
8
8
i
L
r -A
ODNCLUSIONS
tl} 71-je subsoil conditions encountered consist predominantly of dense
gravels overlain by a variable depth of silt, topsoil and silty
sands and gravels. Free water was encountered in the exploratory
pits at depths from 7 to 9 feet belga the existing ground surface.
Large boulders were observed on the ground surface and were encountered
in the exploratory pits.
(2) The foundations for the proposed residence should bear on the
underlying dense coarse granular subsoils and be designed for a
maximum soil bearing pressure of 3,000 psf.
(3) Difficult excavation conditions should be anticipated due to the
boulder content of the natural soils at the site. Some blasting of
large boulders may be required. Additionally, dewatering of the
building excavation may be required due to very shallow ground
water conditions.
(4) Surficial features observed during the field exploration program
indicate the slope within the building area may have undergone some
shallcw movement. A detailed geological and geotechnical evaluation
of the stability of the steep slope on thc, site is reco,-my--nded.
(5) Other geotechnical aspects of the proposed construction are discussed
in the body of this report.
ME
ORA
This report presents the results of a soil and foundation investigation
at the site of a proposed residence located on Snowmass Creek Parcel I,
Pitkin County, Colorado. The project site is shown on Fiqure 1. This
report has been prepared to summarize the data obtained and to present
our conclusions and recc mp—ldations based on the conditions encountered.
Recommended design parameters and a discussion of other geotechnical
engineering considerations related to construction of the proposed
building are included. A geologic and geotechnical evaluation of the
stability of the steep slope at the site is outside the scope of this
report.
PROPOSED CONSTRUCTION
Detailed design drawings for the proposed residence had not been
prepared at the time of the report preparation. However, we understand
that the proposed residence will be of 2 story wood frame construction.
Lower level of the structure will be benched into the natural slope and
daylight to the west. Based upon the current location for the proposed
residence, cut depths on the order of 5 to 10 feet are likely. Foundation
loadings are assumed to be light. If loadings or conditions are significantly
different frcgm those described above, this office should be notified so
that a re-evaluation of the recommendations can be made.
-3 -
SITE CONDITIONS
The site of the proposed building is located east of Snowmass Creek
on Snowmass Creek, Parcel I in Section 14 T9S, R86W of the Sixth Principal
Meridian, Pitkin County, Colorado. The site of the proposed residence
is located immediately upslope of a ditch eascny--zt which crosses the
parcel from south to north. Slopes within the proposed building area
are gentle., on the order of 10:1 (horizontal to vertical) in the western
portion adjacent the ditch and increasing to approximately 3:1 in the
eastern portion of the building location. The slope generally increase
in steepness further to the east up the steep valley sideslope to grades
of approximately 2:1. The site is vegetated in grass and weeds with
clusters of thick oak brush scattered across the western portion of the
site becoming very thick in the eastern portion of the site. Also
present on the site are several large spruce trees. At the time of the
t
field work„ the site was covered in a thin layer of light snow. The
ditch which crosses the site from south to north was observed to be
flawing approximately 5 feet wide and 1 to 2 feet deep.
Some evidence of local instability was noted in the steep slope to
the east of the proposed building location. Localized slope failure
manifests itself in the form of shallow slumping of the surficial soils.
Any further evaluation of the overall stability of the slope or the
likelihood of deep seated slope failure would require j, geologic study
of the site which is outside the scope of this report.
Ma
SUBSOIL CONDITIONS
W
The subsoil conditions were evaluated by excavating 3 test pits at
the locations shown on Figure 1. Two of the pits are located within the
building area and a third was excavated to determine the soil profile in.
the designated area of the percolation tests. Graphic logs of the
profiles encountered are presented on Figure 2. The results of laboratory
tests including swell -consolidation tests and standard property tests
are presented on Figures 4 through 6 and summarized on Table I.
The subsoil conditions encountered consist predominantly of silty
gravels overlain by a variable amount of silts and/or topsoil.' The
upper silts are generally of low density and moisture content and are
porous. The results of a swell -consolidation test (Figure 4) indicate
that the soil has a high potential for settlement (collapse) when wetted
under a constant load. Some organic zones were encountered in the lower
silts of Pit 2
at depth
3 to 5
feet. A relatively thin
layer of loose
to medium dense
silty sand
and
gravel was encountered in
both Pits
1 and 2. The lower gravels are dense and should be suitable for support
of moderately loaded foundations.
Free water was encountered in Pits 1 and 2 at depths of 7 and 9
feet,•respectively. Seasonal fluctuations in the ground water level should be
anticipated. The moisture content of the soils above the free water
level is generally described as dry to slightly moist. Free water was
not encountered in Pit 3 to the depth explored, 8 1/2 feet.
-5-
9
FOUNDATION RDM�MIDATIONS
Based on the results of our field investigation and laboratory
testing, we recommend that the proposed residence be founded on spread
ji
? footings placed on the underlying coarse granular subsoils. The following
f
3
design and construction recormlendations should be observed for spread
i
footings placed on dense gravels.
r
4 (1) Spread footings bearing on undisturbed natural coarse granular
s
subsoils below any topsoil, silts or other soft soils should be
S
designed for a maximum soil bearing pressure of 3,000 psf. Settlements
for spread footings on the dense gravels are estimated to be less
F than 1. inch total and 3/4 inch differential.
(2) Foundations, should have a minimum width of 16 inches for continuous
footings and 24 inches for isolated pads.
(3) Foundation walls should be adequately reinforced to span a minimum
unsupported length of 10 feet.
(4) Foundation excavations should be dewatered zs necessary prior to
forming and the placement of concrete.
(5) Foundation walls acting as retaining walls should be designed to
resist. a lateral earth pressure corresponding to a minimum equivalent
fluid density of 45 pcf. This assumes a horizontal backfill with
no surcharge loadings. The on-site granular soils maybe used in foundation
backfill. Additional loadings due to sloping backfill or from
localized slope instability should be considered in the design.
i
(6) Foundations should be provided with adequate soil cover for frost
protection.
-6-
(7) The completed foundation excavation should be observed by a representative
of the soil engineer prior to concrete placement.
The upper natural soils are capable of supporting lightly loaded
floor slabs. However, some of the upper silts possess a collapse potential
and will settle and crack floor slabs should they become wetted. The
only positive solution is construction of a structural floor with an air
space beneath it. If the owner realizes the risk of slab -on -grade
construction and this system is required, we suggest the following
design and construction details be observed:
(1) Floor slabs should be separated from all bearing walls and columns
with a positive expansion joint.
(2) Interior partitions resting on the floor slabs should be provided
with a slip joint, at the bottom of the wall so that in the event
the floor slabs move, this mvement will not be transmitted to the
upper structure.
(3) Floor slabs should be provided with control joints to reduce damage
due to shrinkage cracking and they should be reinforced.
(4) A 4 -inch gravel layer should be placed beneath the floor slabs.
The underslab gravel should be connected to the underdrain system.
(5) The risk of floor slab movement can be reduced by rcmval of the
upper silt and replacement with structural fill. Required backfill
should be a granular soil and ccapacted to at least 95% standard Proctor
density at optinnn moisture content.
-7 -
The above precautions will not prevent the movement of floor slabs
in the event the underlying soils become wetted; however, they should
i
reduce the damage if such movement occurs°
EXCAVATION AND SITE GRADING
Excavation of the soils encountered in the exploratory pits should
be possible with conventional heavy duty excavation equi.prent. Large
boulders, present both in the silts and underlying granular soils,
will make excavation difficult. In some areas, blasting of large
boulders may be required.
Shallow ground water conditions were encountered within the proposed
building area. Considering the shallow water and observed surficial slumping
in the area, the risk of construction induced slope failure may be relatively
high during excavation. Therefore, excavation depth should be maintained shallow,
above free water level, by stepping the foundation level up the hill.
Temporary excavation sideslopes should be stable at slopes of 1:1 (horizontal
to vertical) or flatter assuming they are drained and protected against
erosion. Where excavation extends below the free ground water level,
flatter slopes may be required. Dewatering of the excavation will also
be required where excavation extends below free water level. Where shallow
excavation below the ground water level is required, dewatering should
be possible from within the excavation. To assist in dewatering, the
perimeter underdrain described below may be installed at or before the
time of excavation.
Surface grading should be performed in accordance with the recorrme-zdations
contained below Linder the heading "Surface Drainage".
W:C
Due to the presence of relatively shallow ground water and the
potential for seasonal fluctuations of the ground water level, the lower
level of the structure or each level cut into the hillside should be
protected against wetting by an underdrain system. A foundation drain
should be provided at foundation grade or at least 1 foot below the
lowest adjacent floor level to intercept seepage and prevent hydrostatic
pressure buildup behind walls. The underdrain system should consist of
a perforated pipe installed in a gravel filled trench and sloped at a
min_i.num 1% grade to a suitable gravity outlet.
The following drainage precautions should be observed during construction
and maintained at all times after the building has been completed:
(1) Excessive wetting or dying of the foundation excavation should be
avoided during construction.
(2) Miscellaneous backfill around the building should be moistened and
compacted to at least 900 of standard Proctor density.
(3) The ground surface surrounding the exterior of the building should
be sloped to drain away from the building in all directions.
(4) Roof downspouts and drains should discharge well beyond the limits
of all backfill.
o
-9-
pERCOI,N,PION TEST RESULTS
Two pits were excavated at the locations shown on Figure 1 for
percolation tests. Pit 3 was excavated to profile the subsoils in
the area of the percolation test and Pit 3A was excavated for the
percolation. test. The subsoils encountered are silty sands and gravels
overlain by a veneer of topsoil.
The results of the percolation test are presented on Table II.
The average percolation rate measured was 15 minutes/inch. This indicates
that the soils in the area of the Pit 3A are suitable for conventional
septic system and leach field. It should be noted that fairly shallcrv,7
ground water conditions may exist in some areas of the site due to
seasonal fluctuations which may affect the performance of the septic
system. Additional subsoil profiles/percolation testing should be
performed within the final selected leach field locations.
LIMITATICNS
This report has been prepared in accordance with generally accepted
soil and foundation Engineering practices in this area for use by the
client for design purposes. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory
pits excavated at the locations indicated on the exploratory pit plan
The nature and extent of variations between the exploratory pits and
below the depths explored may not become evident until excavation is
performed. If during construction,soil, rock and ground water conditions
-10 -
appear to be different from those described herein, this office should
be advised at once so re-evaluation of the recamiendations may be made.
We reconmand on-site observation of excavations and foundation bearing
strata by a soil engineer.
Mountain construction entails a risk of encountering problems not
associated with construction on flatter ground. Extra consideration and
design must be made prior to and during construction to reduce risks as
much as practical. A detailed stability evaluation of the steep slope
at the site is recommended but is considered outside the scope of this
report and was not performer at the request of the client.
If you have any questions or if we can be of further service,
please call.
= AND ASSOCIATES, INC.
N'U.P'j41
/ I
0 o/r
� By
15222 Michael J. Bye
c. ;O ti� •
1EcQF UU�� Reviewed By
Steven L. awl c, P. E.
MJB/dc
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Pit 1
105
E1. 100'
100
t+-; 95
u
U
c
0
U 90
• o'
85 : t.
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o:
oo .
so
Proposed Residence Percolation Pits
WC = 7.
DD =91 !
-200
PI = 2
Pit 2 Profile Pit 3 Perc. Pit 3A..
E1. 104' E1. 89' 11. 89'
WC = 10.4
DD =119.2
NP
105
100
ti3� m
v
,
0
4J
90
L7
85
80
#24,834 I Chen and associates, ille. I L.ors of Exploratory Pits I F:. 2
EGEND:
Topsoil
Silt (ML), sandy, gravelly, loose, dry, porous, with occasional boulders,
light brown.
Silt (ML -OL), with some organic material, sandy, gravelly, with angular sandstone
fragments, loose to medium dense, dry to slig3,tly moist, reddish brown.
Gravel (GM -GP), silty, sandy with cobbles and boulders, dense, very moist to
oaC wet, reddish brown.
Gravel i', Sand (SM -GNI) , silty, becoming subangular to rounded cobbles and boulder
•a0 in a silty sand matrix, loose to medium dense, reddish brown.
Relatively Undisturbed Drive Sample
Disturbed Bulk Sample
J
Depth at which free water was encountered at time of excavation.
NOTES:
1) Exploratory pits were excavated on October 17 and 29, 1982 with a backhoe.
2) Elevations are approximate and were determined by interpolation between
contours on plan provided by client (Fig. 1).
3) WC = Water Content (o)
DD = Dry Density (pcf)
-200 = Percent Passing No. 200 Sieve
LL = Liquid Limit (%)
.PI = Plasticity Index (o)
NP = Nonplastic
24,834 I cher and associates, {Fie. I Legend & Notes
I
Elg. 3
14
15
16
Cchen and associates, in%-.
,u
APPLIED PRESSURE — ksf
SWELL -CONSOLIDATION TEST RESULTS
Moisture Content = 7 . 8 percent
Dry Unit Weight= 91 , 9 pcf
Sampieof: silt, clayey, sandy
From: Pit 1 at 2.5 feet
Additi
under donstant
nal
conpr
p
s
e-
j ori
t
due to
wet
in
.
i
,u
APPLIED PRESSURE — ksf
SWELL -CONSOLIDATION TEST RESULTS
0
1
2
3
4
S
.,hen and associates, inc.
0.1 I.v
APPLIED PRESSURE — ksf
X24,834 SWELL -CONSOLIDATION TEST RESULTS Fig. 5
Moisture Content = 10. 4 percent
Ory Unit Weight = 119.2 pcf
Sampleof: Sand & silt, gravelly
From: Pit 2 at 4 feet
N
Mo
i nt upor
wetting.
In
100
0.1 I.v
APPLIED PRESSURE — ksf
X24,834 SWELL -CONSOLIDATION TEST RESULTS Fig. 5
U
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chen and associates, inc.
HYDROMETER ANALYSIS SIEVE ANALYSIS
'IME READINGS tJ i Sf ANDARD SERIES rd EAR ':.QUARE OPENINGS
en uo � ua •in
0
0
C
w
0Z
Q
W
0"
Z
w
0L
w
a
0
0
0
00
DIAMETER OF PARTICLE IN MILLIMETERS
5-'1DAvE�
CLAY TO SILT _ COBBLES
SINE h4EpIUM COAAcE FI^�:- !'•A RJE
GRAVEL 69 ''o SAND 17 °a SILT AND CLAY 14 °o
ao
LIQUID LIMIT 21 NPLASTICITY INDEX 2
SAMPLE OF gravel, sandy, silty FROM Pit 1 at 6.5' t0 7.5'
HYDROMETER ANALYSIS SIEVE ANALYSIS
WE READINGS S S-ANDARD SERIES LEAN SQUARE OPEN,NGS
.10
042 20 I�12
DIAMETER OF PARTICLE IN MILLIMETERS
SAND GRAVEL COBBLES
CLAY TO SILT FINE MEDIUM 1COARSE1 FINE I COARSE
GRAVEL % SAND % SILT AND CLAY
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24,834
_
TABLE II
PERCOLATION TEST
RESULTS
Pit 3A
Length
Water Depth
Water Depth
Drop in
Average
of Interval
at Start of
at End of
Water Level
Percolation
Interval
Interval
Rate
(min.)
(inches)
(inches)
(inches)
(min./inch)
135
10
2
8
30
10
8
2
15
10
9
1
15
9
8 1/2
1/2
15
8 1/2
7 1/2
1
15
7 1/2
6 1/2
1
15
i
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—
110
101
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0289 VENTNOR AVENUE
ASPEN, COLORADO 81611
303 925 3021
architecture
interior design
landscape architecture
planning
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THE ASPEN
DESIGN GROUP
0289 VENTNOR AVENUE
ASPEN, COLORADO 81611
303 925 3021
architecture
interior design
landscape architecture
planning
;4
®®
ViGINI�"Y M��'
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REVISIONS
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