HomeMy WebLinkAboutpitkin.eh.264536100001 (1990)ASPEN*PITKIN
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ENVIk.JNMENTAL HEALTH DEPARTMENT
INDIVIDUAL SEWAGE DISPOSAL PERMIT MO.
E OF PERMIT:
Initial construction ( )Emergency Use ( )Repair I')ork,(Pievious Permit f '? ( )Alteratiopermit ofanfexisting system,
(previousor installation
( )Use Permit as a result of Sale ( )Other: n
ISSUED TO: DATE OF ISSUE l.!
Owner �.k I/CSL Home Phone
Mailing!�/ c /j AF
Address 4-50 ' l7ALc-"NA ST. S IE .
Agent /OUV
Address
Business Phone'�2�--5?CC
Phone q,�7"-3: 5--Q L,
Sewage Disposal System Work to be performed by
This permit valid only.for premises location by the following legal descriptions T
LOT SIZE II�FL� . WATER SUPPLY, )LUWMAas OATY4" AVERAGE PERCOLATION RATE IVIA
This Individual Sewage Disposal Permit is granted with regard to the following uses SI�- G iSIDCXC--
N%raber oft Dodreoms _L Lofts t/ Garbage Disposals_ Dishwashers�� Clothes Washers
CALCULATED AVERAGE DAILY WASTE LOAD '9313 13 GALLONS.
THE NATURE OF THE SYSTEM INCLUDED UNDER THIS PERMIT: �1^
Type of lank or Treatment Units�r i ) e R �+ Tank Capacity /(i'�l _ Gallon Minimus
WS thod of Final Disposal. EmP07VAtSpIkATI A ED_5 Absorption . Area 2-52-0r Square Feet Minimum
Description (including brand name, if any) of other equipment or appurtnanceat SA UlNGS /IX��� —S
%O//-TO//1JA10 r'THE� G -)A l E�
,9 T)r141'Cyy
r-
0 MIT" TYPO Atj-O (2 'NS(1Nl /ie�n1 "To 7ftLs 1� �� Mme/ l�S e��E'(:� ' `�°/z
Other Conditions or sp cificationst A"-09eTvI716 TA�V � N�//(�
pA T r✓ D I (%790 ) M tl sr ae ,moo c t�u1�0, H�ti�c�-s �t usT- dl
STAGES REQUIRING INSPECTION BY THE HEALTH DEPARTMENT: ilefore
tion
( )Before Excavation ( )Upon completion of excavation and prior to placement of gravel �j5'system ofvabsorption field n
(�Prior to backfill of any component ( )Other, Specifyt _ - - -- --
Plans and specifications of the proposed sewage disposal system have been reviewed and are considered satisfactory. Pernin-Ii'A
is hc:rehy gra ted to the owner or his agent to perform the work indicated above in accordance with the Pitkin County Indiv°Inal
Sewa;c Disposal Ro,iulations in effect on the date of issue. In addition to general provisions set forth on tt�c reverse 1-vr_or,
this Permit is subject to the following additional terns anti conditions:
Aspen/Pitkin Environmental
(title) Health Officer
APPROVED FOR ISSUE BY `yJ '< r
n�/may
The axwe individual sctago disposal system Installed by ./I r% ��WA nr�nta Hca t. Dep•trcmcnt. The wane osaumoa ari
has ixcn in::pccted for use by a representative of the Aspcn i'it n _.
renponsibility in case of failure or inadequacy of 7-1,1
this ewage sponal system. Completes as -hunt drawing nttachad.
DATE OF IN I 'PE T N `
Aspen/Pitkin Environmental
TITLE Health Officer
BY • —
130 South Galena Street Aspen, Colorado 81611 303/920-8070
--WL 2W45
ASPEN#PITKIN
ENVIRONMENTAL HEALTH DEPARTMENT
APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL•PERMIT
Name of OWNER � Lr 6 r eS
PHONE C� 5 5/00
Address of OWNER
PHONE
11ame of APPLICANT 1�
r�tctas lid
-Ep.41T TO or: ( )Picked Up
,OCATION OF PROPOSED SYSTEMS
TYPE OF '--'— P£RHITS ( )New Installation
( )Nailed toS-----( )Emergency use
( jovner ( )Applicant
( )Repair
( )Alteration NOT due to failure
,0981 Description T� ��> acrva
Subdivision size of Lot
vt
Block______ ---------- Filing_____
Do you plan any further additions to the
�ingle Family Duelling ( )Othert residence? ( )YES 4 -WO
-YPE OF STRUCTURES
NOS °f Automatic Dishwashers
to. of bedrooms No. of Lofts
No. of Garbage Disposals �.�
/�a,'�/rtct
�
lo. of Automatic Clothes Washers or f.Wublie, Name o1 System
TATER SUPPLYS ( )Private Wall, Depth_____---
( )Spring
( )Stream or Creek
YPES OP INDIVIDUAL SEWACE DISPOSAL SYSTEM PROPOSERS '.
( )Vault Privy ( )Others
Septic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Inclnaratlon Toilet ( )noun
clan table use ( )Recycling, other use
I )Racy 9► P°
per can be obtained,
ed. The individual sewage disposal permit must be issued before a building p
-he "initial site inspection must be azianged with the Aspen/Pitkin Environmencal Health Depastment 1925-2020, 8s1 -
a.m.)
RTION
.cfore a permit can be is
'ITiAI. INSPECTION APPROVAL MUST BE GIVEN BY THE AS PEN/PI?KIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR Cthat ythe aboveING ANY information
)P THE SYSTEM. submitted. The undersigned acknowledges
L�=tion
bsubsequent perm t.
�pplicetion for an individual ■awa9 i ion and any
,s true and that false informat DATE
signature of APPlicant becomes. invalid 2 months Lrom the above date.)
NOTE: PLOT PLAN must be filed with this application.
Please locate the following items by measured distances:
1. Property lines and dimensions- art. and
Z. Proposed and existing water wells on subject property
adjacent property.
Domes tiq water service lines• driveways, and other
4. Proposed and existing buildings,
structures. irrigation ditches, and other water
So Streams, lakes, Ponds,
courses.individual sewage systems on subject
6. proposed and existing )
property.
SUBMIT A REVISED SED PLOT 'PLAN PRIOR TO CONSTRUCTION IF INSTALLATION IS TO
BE CHANGED FROM ORIGINAL PLAN.' ee in the amour
sal parmit application and +
f his individual savage dispo � ie ,_•bY
The undersie hereby acknowledges receipt Q Date Fee Recaived Administrative Officer
It
Humbar-Pa NA /41 ,-,7
303/925=2020
Aepun, Colorado 81611
130 South Galena Street
GRAVEL
DRIVE
i e
1
GIESE RESIDENCE
PARCEL ID #2645-361-00-003
1000 -GALLON CONCRETE
SEPTIC TANK (COPELAND)
1srjj
NGINEERED E -T BEDS (12' X 70')
' Chen@Nort:hern, Inc.
SUBSURFACE STUDY
FOR FouNDATION DESIGN
PROPOSED RESIDENCE
TRACT I, WILDCAT RIDGE SUBDIVISION
NORTH OF SNOWMASS VILIAGE
PITK N OOUNTY, OODIJRADO
JOB NO. 4 518 90
E RICK AND MARY GIFSE
450 SOUTH GALENA
ASPEN OO 81611
A mernber of the H—M group of companies
40
Consulting Engineers and Scientists
5080 Road 154
Glenwood Springs, Colorado 81601
303 945-7458
303 945-2363 Facsimile
C7ONCIUSIONS
PURPOSE AND SCOPE OF STUDY
PROPOSED CONS=CT'ION
SITE CONDITIONS
FIELD EXPLORATION
SUBSURFACE CONDITIONS
FOUNDATION RECQNMENDATIONS
FLOOR SLABS
FOUNDATION AND RETAINING WALLS
UNDERDRAIN SYSTEM
SITE GRADING
SURFACE DRAINAGE
LIMITATIONS
FTGURE 1 - LOCATION OF EXPLORATORY PITS
FIGURE 2 - LOGS OF EXPLORATORY PITS
FIGURE AGE • E.
SUMMARY OF •:O•. •• •ES
C 1-C'.i -�N jorlt}lcrl 1.131;.
1
1
2
2
3
3
4
6
7
8
9
9
10
M
The subsurface conditions encountered at the site, below
organic topsoil, consisted of weathered claystone-siltstone and
claystone-siltstone shale bedrock with depth. The proposed building
can be founded with spread footings bearing on the shale, designed
using an allowable bearing pressure of 3000 psf. Due to the swell
potential of the shale, the footings should also be designed to
idose a minimum dead load pressure of 600 psf. . Other design
construction criteria relating to geotechnical aspects of the
proposed residence are presented in the body of the report.
This report presents the results of a subsurface study for foundation
design of a proposed residence to be located on Tract I, Wildcat Ridge
Subdivision, north of Snowmass Village, Pitkin County, Colorado._ The project
site is shown on Fig. 1. The study was conducted in accordance with our
agreement for Geotechnical engineering services to Erick and Mary Giese, dated
August 8, 1990 and as modified on August 10, 1990.
A field exploration program consisting of exploratory pits was conducted
to obtain information on subsurface conditions. Samples obtained during the
field exploration were tested in the laboratory to determine engineering char-
acteristics and classification of the on-site soils and bedrock. Results of the
field exploration and laboratory testing were analyzed to develop recommenda-
tions for foundation types, depths and allowable pressures for the proposed
building foundation. The results of the field exploration and laboratory
testing are presented in the report.
This report has been prepared to summarize the data obtained during this
study and to present our conclusions and recomendations based on the proposed
-2 -
constriction and the subsoil conditions encountered. Design parameters and a
discussion of geotechnical engineering considerations related to construction
of the residence are included in the report.
The residence is to consist of one and two stories of wood and steel frame
constriction located on the site as shown on Fig. 1. Some of the building
(primarily garage area) will be cut into the hillside/ridge daylighting to the
east. We assume the maximum cut depth will be one level, about 8 feet below the
existing ground surface. Lower floors will be a combination of slab -on -grade
in the garage and structurally supported over crawl space in the residence. The
proposed elevations of the lower floor levels are shown on Fig. 2. For the
purpose of our report preparation, foundation loadings for the structure were
assumed to be relatively light to moderate and typical of the proposed
construction.
If loadings, location or conditions are significantly different from those
described above, we should be notified to reevaluate the rndations
contained in this report.
SITE OONDITIONS
The site consists of vacant property north and west of Sinclair Road
extension, north of Snowmass Village. The proposed building site is situated
on an east -west trending ridge which is relatively flat on the top portion and
has moderately steep to steep side slopes. Grades range from about 15% to 65%
in and near the proposed building area. Elevation difference across the
-3 -
proposed building site is about 8
to 12
feet. Vegetation consists of
a heavy
cover of scrub oak and
sagebrush
with
some weeds and scattered pine
trees.
Weathered Manes shale bedrock is exposed in the uphill portion of cuts for the
existing acc -ss road.
The field exploration for the project was conducted on August 13, 1990.
Three exploratory pits were excavated at the locations shown on Fig. 1 to
explore the subsurface conditions at the proposed building site. A track --
mounted hoe was used to excavate the pits due to the steepness of grades on the
site. The pits were logged by a representative of Chen -Northern, Inc.
Samples of the subsurface materials were taken mainly by disturbed
sampling methods. Relatively undisturbed sapling of the shale materials was
not possible due to its hardness. Depths at which the samples were taken are
shown on the Logs of Exploratory Pits, Fig. 2. The samples were returned to
our laboratory for review by the project engineer and testing.
The subsurface conditions encountered at the site are shown graphically
on Fig. 2. Below about 1/2 to 1 foot of organic topsoil, the subsurface
conditions consisted of weathered claystone-siltstone shale which was very
stiff. At depths of approximately 3 feet in the pits, the materials became hard
to very hard claystone-siltstone shale bedrock. Digging the shale bedrock in
the confined pits with a backhoe was difficult.
Chen : INortIiCrn,1 i ;L.
Laboratory testing performed on samples obtained during the field
exploration consisted of in-situ moisture content and dry density, grain size
analyses and liquid and plastic limit testing. Swell -consolidation testing was
not performed on the shale since relatively undisturbed samples could not be
obtained. Atterberg limits indicate the shale has low plasticity. Based on our
experience in the area, the shale typically possesses a minor or low expansion
potential due to wetting. The laboratory testing is summarized on Table I.
No free water was encountered in the pits at time of excavation. The
topsoil and shale materials were relatively dry.
Weifn• • •ate•: i i2 n• • �.
Considering the subsurface conditions encountered in the exploratory pits
and the nature of the proposed construction, we recommend the residence be
founded with spread footings placed on undisturbed weathered shale or shale
bedrock, below all topsoil. The expansion potential of the claystone-siltstone
can probably be mitigated by load concentration to reduce or prevent swelling
in the event of wetting below footing level. Surface runoff and utility leakage
are possible sources of water which could cause wetting.
The design and construction criteria presented below should be observed
for a spread footing foundation system. The construction criteria should be
considered when preparing project documents.
1) Footings placed on the undisturbed shale at the site can be designed for
an allowable bearing pressure of 3000 psf. The footings should also be
designed for a minimum dead load pressure of 600 psf. Footings placed
entirely on the underlying hard shale bedrock can be sized for an
allowable bearing pressure of 5000 psf. In order to satisfy the minimum
CIie, r
i - allor1,11, rel. ! ic.
-5 -
dead load pressure under lightly loaded areas, it may be necessary to
concentrate loads such as by a voided footing or grade beam and pad
system.
2) Based on experience, we expect settlement or heave of footings designed
and constructed as discussed in this section will be less than 1 inch.
There could be some additional movement if the bearing soils were to
became wet.
3) The footings should have a minimum width of 16 inches for continuous
footings and 24 inches for isolated pads.
4) Exterior footings and footings beneath unheated areas should be provided
with adfaquate soil cover above their bearing elevation for frost
protection. Placement of foundations at least 42 inches below the
exterior grade is typically used in the Pitkin County area.
5) Continuous foundation walls should be reinforced top and bottom to span
local anomalies and better withstand differential movement. Foundation
walls acting as retaining structures should also be designed to resist a
lateral earth pressure as discussed in the "Foundation and Retaining
Walls" section of this report.
6) Prior to the footing construction all topsoil, loose and disturbed
material should be removed and the footing bearing level extended down to
firm shale bearing material.
7) A representative of the soil engineer should observe all footing
excavat_Lons prior to concrete placement to evaluate bearing conditions.
Chen Northern,, ii?t..
-6- V
F'IDOR SLABS
The on-site soils may possess a low swell potential and some slab heave
could occur if the subgrade soils were to become wet. Slab -on -grade construc-
tion may be used provided the risk of distress is understood by the owner.
Based on the laboratory test results and our experience in the area, the risk
of slab heave appears moderate. A positive way to reduce the risk of slab
movement, which is proposed for most of the residence, is to construct
structurally supported floors over crawl space.
To reduce the effects of some differential movement, nonstructural floor
slabs should be separated from all bearing walls and columns with expansion
joints which allow unrestrained vertical movement. Interior non-bearing
partitions resting on floor slabs should be provided with a slip joint at the
bottom of the wall so that, if the slab moves, the movement cannot be trans-
mitted to the upper structure. Floor slab control joints should be used to
reduce damage due to shrinkage cracking. The need for slab control joints and
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 immedi-
ately beneath basement level slabs-on-gmde. 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. The free -draining gravel will aid in drainage
below the slabs and should be connected to the underdrain system.
Required fill beneath slabs should consist of a nonexpansive imported
granular material, excluding topsoil and oversized rocks. The import material
should have less than 30% passing the No. 200 sieve and a maximum size of
6 inches. The fill should be spread in thin horizontal lifts, adjusted to at
C'},en"No rd ttrid
i'. • k
or above optimum moisture content, and compacted to 95% of the maximum standard
Proctor density. All vegetation, topsoil and loose or disturbed material should
be removed and the subgrade moistened and compacted prior to fill placement.
The above recommendations will not prevent slab heave if the expansive
shale underlying slabs -on -grade became wet. However, the recoamvxidations will
reduce the effects if slab heave occurs. All plumbing lines should be pressure
tested before backfilling to help reduce the potential for wetting.
Foundation walls and retaining structures which are laterally supported
and can be expected to undergo only a slight amount of deflection should be
designed for a. lateral earth pressure computed on the basis of an equivalent
fluid unit weight of 45 pcf for backfill consisting of approved imported
granular soils. Cantilevered retaining structures which can be expected to
deflect sufficiently to mobilize the full active earth pressure condition should
be designed for a lateral earth pressure computed on the basis of an equivalent
fluid unit weight of 40 pcf for backfill consisting of approved imported
granular soils. Imported granular wall backfill should have a maximum size of
8 inches and no more than 40% passing the No. 200 sieve. If the on-site soils
and well broken shale bedrock is used as backfill, the above recommended lateral
earth pressures should be increased by about 15 pcf.
All foundation and retaining structures should be designed for appropriate
surcharge pressures such as adjacent footings, traffic, snow storage, etc. The
pressures recom w-nded above assume drained conditions behind the walls and a
horizontal backfill surface. The buildup of water behind a wall or an upward
sloping backfill surface will increase the lateral pressure imposed on a
k -8- W
foundation wall or retaining structure. An underdrain should be provided at the
base of the wall to prevent hydrostatic pressure buildup.
The lateral resistance of foundation or retaining wall footings placed on
undisturbed shale materials will be a combination of the sliding resistance of
the footing on the foundation materials and passive earth pressure against the
side of the footing. Resistance to sliding at the bottom of the footings can
be calculated based on a coefficient of friction of 0.30. Passive pressure
against the sides of the footings can be calculated using an equivalent fluid
unit weight of 300 pcf for structural fill compacted to at least 95% standard
Proctor density. The coefficient of friction and passive pressure values
recommended above assume ultimate soil strength. Suitable factors of safety
should be included in the design to limit the strain which will occur at the
ultimate strength, particularly in the case of passive resistance.
Although groundwater was not encountered during our exploration, it has
been our experience in mountainous areas and where shale bedrock is present,
that local perched groundwater may develop during times of heavy precipitation
or seasonal runoff. Therefore, we recommend below grade areas such as crawl
space and the garage be protected from wetting by an underdrain system. The
drain should also act to prevent buildup of hydrostatic pressures behind
foundation walls.
The underdrain system should consist of a drain tile surrounded by
free -draining granular material placed at the bottom of the wall backfill. The
drain lines should be placed at least 1 foot below lowest adjacent finish grade
and sloped at a minimum 1% grade to a suitable gravity outlet. Free -draining
granular material used
in the drain
system
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. The drain gravel should be at least 2 feet deep.
SITE GRADING:
The risk of construction induced slope instability at the site appears low
provided the building is located on the flatter portion of the ridge as planned
and cut and fill depths are limited. We assume the cut depth for the basement
level will not: exceed one level, about 8 to 10 feet. Fills should be limited
to about 8 feet deep, especially at the downhill sides of the residence where
the slope steepens. Embankment fills should be compacted to at least 95% of the
maximum standard proctor density near optimum moisture content. Prior to fill
placement the Subgrade should be carefully prepared by removing all vegetation
and topsoil and compacting to 95% standard Proctor density. The fill should be
benched horizontally into the portions of the hillside exceeding 20% grade.
permanent unretained cut and fill slopes should be graded at 2 horizontal
to 1 vertical or flatter. The risk of slope instability will be increased if
seepage is encountered in cuts and flatter slopes may be necessary. If seepage
is encountered in permanent cuts, an investigation should be conducted to
determine if the seepage will adversely affect the cut stability. This office
should review site grading plans for the project prior to construction.
The following drainage precautions should be observed during construction
and maintained at all times after the residence has been completed:
-10-
1) Excessive wetting or drying of the foundation excavations and underslab
areas should be avoided during construction. Drying could increase the
expansion potential of the shale.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to 950 of the maximum standard Proctor density in pavement
areas and to 90% of the maximum standard Proctor density in landscape
areas. Free -draining wall backfill should be capped with about 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
minim= slope of 3 inches in the first 10 feet in paved areas.
4) Landscaping which requires typical irrigation should be located at least
10 feet from foundation walls.
5) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
lii�„�4V,_� • �ti
This report has been prepared in accordance with generally accepted
geotechnical engineering practices in this area for use by the client for design
purposes. The conclusions and re=mnendations 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. The nature and extent of subsurface variations across
the site may not become evident until excavation is performed. If during
construction, fill, soil, rock or water conditions appear to be different from
C11 N
-11—
those described herein, this office should be advised at once so reevaluation
of the reccuunendations may be made. We reccuunena on -size cac eLvdl1V11 Vi
excavations and foundation bearing strata and testing of structural fill by a
representative of the soil engineer.
Sincerely,
DAY/ec
cc: Hagman Yaw Architects, Ltd., Attn: Heidi Hoffman
Schmueser Gordon Meyer Inc., Attn: Dean Gordon
Maggert & Associates, Attn: Harry Cole
Chen mNvdiern. h ic
N' I' Pq
By�G�sr�94.
0
David A.
�: ? d Z
15222 V
Reviewed By
Ar
F
&.91
Of CO
Steven L. 13aw1 ak, P. E.
DAY/ec
cc: Hagman Yaw Architects, Ltd., Attn: Heidi Hoffman
Schmueser Gordon Meyer Inc., Attn: Dean Gordon
Maggert & Associates, Attn: Harry Cole
Chen mNvdiern. h ic
r
1�
00
■ PIT I 1
` PIT I
\ PROPOSED
RESIDENCE
PROPERTY - - PIT 2
BOUNDARIES
f
BUILDING SETBACK
LINE
EXISTING GRAVEL
ACCESS DRIVE
TO SINCLAIR
ROAD
1 / 1 5140
APPROXIMATE SCALE
I" = 16'
14 518 90 1 Chen,@Northern, Inc. I LOCATION OF EXPLORATORY PITS I Fig. i I
Pit 1 Pit 2
Elev. = 8853' Elev. = 8756'
8760 Proposed Lower Floor Levels
Elev. = 8758'
Elev. _= 8757'
WC=7
DD=63
max, -200=36
8755 LL=40
'l PI=14
c
o
LL=26
a 8750 PI=9
745
Pit 3
Elev. = 8751'
.t
8755
8750
Elev. = 8747.5
--; WC=7
LL=31
PI=13 8745
Note: Explanation of symbols presented on Fig. 3.
LL,
4 518 90 1 ChenONorthern,Inc. I Logs of Exploratory Pits I Fig. 2 1
LEGEND:
F
Topsoil; sandy silt-clay.with shale fragments, loose, black, slightly moist,
organic.
Weathered Claystone-Siltstone Shale; low plasticity, very stiff, slightly moist,
gray.
Claystone-Siltstone Shale Bedrock; low plasticity, hard to very hard, slightly
moist, gray (Mancos Shale).
kHand driven liner sample.
[-.-: Disturbed bulk sample.
I NOTES:
1.
2.
3.
4.
5.
6.
Exploratory pits were excavated on August 13, 1990 with a backhoe.
Locations of exploratory pits were measured approximately by pacing from
features shown on the site plan provided.
Elevations of exploratory pits were obtained by interpolation between contours
on the site plan provided.
The exploratory pit locations and elevations should be considered accurate only
to the degree implied by the method used.
The lines between materials shown on the exploratory pit logs represent the
approximate boundaries between material types and transitions may be gradual.
No free water was encountered in the pits at the time of excavation.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content (%)
DD = Dry Density (pcf)
-200 = Percent passing No. 200 sieve
LL = Liquid Limit (%)
PI = Plasticity Index (%)
4 518 90 1 ChenONorthern, Inc. I Legend and dotes I F+9• 3 1
Chen -Northern, Inc.
T A B L E
4 518 90 >
SUMMARY OF
LABORATORY TEST
RESULTS
UNCONFINED
COMPRESSIVE
STRENGTH
(psl)
SOIL OR
BEDROCK TYPE
---------------
NATURAL
MOISTURE
DEPTH CONTENT
(feel) N
NATURAL
DRY
DENSITY
WCO
GRADATION
GRAVEL
(••^)
SANG
1%•)
PERCENT
PASSING
NO 200
SIEVE
36
ATTERBERG
LLOM D
26
40
SAMPLE LOCATION
BORING
Y
9
w ath red
-
1
2 . 5
14
claey topsoil
2
0.5 7
63
13
w a ere
cela stone- '
3
4-5 7
31
SCH,MUESER GORDON MEYER VC.
1001 Grand Ave. Suite 2-E P.O. Box 2155
Glenwood n, CO 81612
303) 945-1004 81601 (303) 925-6727
11
l 0
ipe�_l Ig��tl
LFEUUIEI� of URRMS TTYU
DATE
6 4 C)
9!
DATE
JOB NO.
`�� i
ATTENT ON
RE:
WE ARE SENDING YOU WAttached ❑ Under separate cover via the following items:
NJ Shop drawings
❑ Copy of letter'
❑ Prints
❑ Change order
❑ Plans
❑ Samples ❑ Specifications
COPIES
DATE
NO.
DESCRIPTION
THESE ARE TRANSMITTED as checked below:
"CFor approval ❑ Approved as submitted
❑ For your use ❑ Approved as noted
❑ As requested ❑ Returned for corrections
❑ For review and comment ❑
❑ FOR BIDS DUE 19
REMARKS
COPY TO
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ PRINTS RETURNED AFTER LOAN TO US
SIGNED:
If enclosures are not as noted, kindly notify us at once.
r,
U9/17/'9U 13: T1 pJu3 940 OU46
S u b1 LIN%" 444 nAla9 ALN YAH Aarrvi W U V A
SCHMESER
September 13, 1990
ms,. Heidi Hoffmann
Hag== Yaw Architects
210 South Galena
Aspen, CO 81611
1t mnd Avenue, Suite 2-E.
61@nwood Springs, Colorado 81601
F )
axi�)1004 CM 94�48 �5 8501
CONSULTING ENGINEERS i
Rg; Giese Residence,, Above Snowmass Village
Dean Heidi:
Tttis is to acknowledge that schmues of Gordon
designing Meyer' in asl
dua
retained by Mr. Giese for the purposes 9n in 5
sewage,dissed residence above system (ISDS) at his proposed the
Town of SnOwmass Village.
Y did work with the previous owner of the PrOPertY and have walked
the proposed location of the Giese residence. It is my opinion
that it is likely that. an engineered system [either an evaPO-
transpiration (ST) or a evapo-transpiration/absorption (ETA)
be required at this site. It is further my opinion that the site
is such that an ET or ETA system can be constructed to meet the
requirements of the Pitkin County Land Use. Code and the design
criteria established by
the Environmental Health officer. In the
event that subsequent field investigation reveals lass restrictive
site conditions than observed to date, it would be possible to
install a, standard or conventional septic tank/leach field system,
in which case, allwork wouldlth be done directly through the office
of ua
the Enviror
I trust the.above is sufficient for your imutediate needs in
correspondanoe with the Envh the i
ronmental r nmentalHent. We ealth Officer rand ewit}g
with i-aterface
formal design of the system.
Respectfully submitted,
SCHM[TESER GORDON MEYER, INC.
De
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D I _:: k 16 IN !
CABERNET"' WATER -GUARD® TOILE
Pal. Pending
• Stylish, one-piece toilet that is
appealing in any decor.
• Designed to Mush quietly with
31/2 gallons.
• Compact dimensions, round iron
low profile.
K -3401 -PB Cabernet Water -Guard
vitreous china one-piece round front
siphon vortex toilet. Includes K-4662
Lustral' toilet seat and cover, 52048 bol
caps and K-4580 tank cover. 12" (305 mi
roughing -in.
•P.#nk fitting included complete with 5002
float valve with vacuum breaker, 30732
flush valve and K-9427 chrome plated
trip lever* assembly.
Recommended Supply
K-7653" 42" angle supply with stop.
IMPORTANT—For most satisfactory
operation—A minimum running water
pressure of 25 P.S.I. at the toilet supply
inlet and a Kohler approved yi" stop
are recommended.
Cabernet toilet in Teal. For other colors,
see Color Guide in Color Section.
*To order a trip lever and supply in a spec
finish, see Faucets/Fittings Section.
9-8
Revised
�1°^ i; r,4,��� i < `�
h C i; Y f, T`•t 1 fY'fT ;. , { .rf ••�
w ?ix.>♦t'� 4,• lYS! 'w"M i`°, 5�.� f'�
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'S , ;,+ s
STUDIO i / / It l ' \--EXISTING CONTOUR (T)P.)
\ \ FF 8Z52.5 -g760 LIVING ROOMFF 6761.5
/ 4" PVC SEWER PIPE
ASTM 2729, SLOPE
MIN. 1/4%FT.
/ 1
\ \ 4" PtC SEWER PlP
ASTM 272 �, SLOPE ® 7
N. 1/4"I, r
6755 �0�
DRAINAGE SWALf (TYP.)
\ \ - 8750
I
PROi
/ / 7
\
8745 / 1. BED AND SEPTIC TANK MAY BE FIELD
\ \ ' / / / i ADJUSTED TO BEST FIT THE SITE PROVIDED
MINIMUM SETBACKS ARE MET AND ENGINEER
AND PITKIN COUNTY ARE NOTIFIED.
2. ONLY STRAIGHT RUNS OF SEWER PIPE ARE
8�0 s B�go 8140 3y 8, 30 8175 8120 ALLOWED. LOCATE CLEANOUT AT EACH HORIZONTAL
�s a,
SI TE PL4/V'
SCALE: 1" = 20'
CONTOUR INTERVAL = 5'
EXISTING GRADE
/
Drawn by: DLIC
Dote: 9/16/91
Appr by JSS
3'
6'
_y
3'
SANDY TOPSOIL VARIES
MIRAFI FABRIC
��
FRDA,' 6" AT CENTER
OR 4" OF STRAW
i
TO
2"' AT EDGES
\
2.1 SLOPE
f7NlSHEO CRADE�
� f
/
STUDIO i / / It l ' \--EXISTING CONTOUR (T)P.)
\ \ FF 8Z52.5 -g760 LIVING ROOMFF 6761.5
/ 4" PVC SEWER PIPE
ASTM 2729, SLOPE
MIN. 1/4%FT.
/ 1
\ \ 4" PtC SEWER PlP
ASTM 272 �, SLOPE ® 7
N. 1/4"I, r
6755 �0�
DRAINAGE SWALf (TYP.)
\ \ - 8750
I
PROi
/ / 7
\
8745 / 1. BED AND SEPTIC TANK MAY BE FIELD
\ \ ' / / / i ADJUSTED TO BEST FIT THE SITE PROVIDED
MINIMUM SETBACKS ARE MET AND ENGINEER
AND PITKIN COUNTY ARE NOTIFIED.
2. ONLY STRAIGHT RUNS OF SEWER PIPE ARE
8�0 s B�go 8140 3y 8, 30 8175 8120 ALLOWED. LOCATE CLEANOUT AT EACH HORIZONTAL
�s a,
SI TE PL4/V'
SCALE: 1" = 20'
CONTOUR INTERVAL = 5'
EXISTING GRADE
/
Drawn by: DLIC
Dote: 9/16/91
Appr by JSS
3'
6'
_y
3'
SANDY TOPSOIL VARIES
MIRAFI FABRIC
��
FRDA,' 6" AT CENTER
OR 4" OF STRAW
2: 1 SLOPE
TO
2"' AT EDGES
\
2.1 SLOPE
f7NlSHEO CRADE�
PROVIDE SWALE TO DIVERT
RUN-OFF AROUND E. T. BED
7" WASHED SAND
4" PERFORATED PVC
10 mil PVC LINER
SLOPE 0'/FT. (TYP.)
BOTTOM OF BED
SHALL
BE LEVEL 0. 1 f,
SCARIFY
13" OF 1/2"
TO 2-1/2"
BEFORE PLACING
ROCK
\ CLEAN ROCK
BOTTOM OF BED ELEVATION
SHOWN ON SITE PLAN.
'- BOTTOM OF BED
TO BE
CONSTRUCTED IN
NATURAL
GROUND, BELOW
TOPSOIL
SECTION
A A
SCALE: 1"=
3'
ENGINEERS
SCHMUESER
GORDON MEYER INC.
TRACT 3
SURVEYORS
CONTOUR (7YP.)
4" PVC -
FLOW TO
TANK
AND/OR VERTICAL CHANGE IN DIRECTION.
J. SITE PLAN SUPPLIED BY ARCHITECT SUPPLEMENTED
8Y ENGINEER.
0
�i
SANDY TOPSOIL VARIES
FROM 6" AT CENTER
TO 2" AT EDGES
-r'�ii* -Tr•-,
j S4ND
o Q , 4" PERFORATED PVC -
r DISTRIBUTION PIPING
ROCK
CLEAN-OUT DETAIL
4" DWV COPPER TEE, DO NOT SOLDER
4" DWV COPPER AIR VENT
SEED TOPSOIL
J /RA TA MIRAR FABRIC
0
0 o'
ROCK MOUNDED `4
ABOVE PIPE
PERFORATIONS
STRATA
' - 10 mil PVC LINER
AIR VENT DETAIL
SCALE I"= V-0"
SATO WMA SS
S� 1001 GRAND AVENUE, SUITE 2-'E �� J� j��� RESIDENCE
GLENWOOD SPRINGS.- C�}OLLORADO 81601 1
S�fiMUFSER�, ASPS ,945-1004 COLORADO (303)'925-6727 8
CORDt~I,N.• MEYEiz PITKIN COUNTY
COLORADO
CONCRETE REINFORCEL
WITH 6-6 10-70 MESH
FLOW
r- FROM
HOUSE
4" SOLID WALL PVC
SLOPE d%FT.
r
4" PVC FROM
DISTRIBUTION BOX
REVISION
2 0"
2.0"
GENERAL NOTES.-
7.
OTES:7. . All materials, installation practices, setback
requirements, etc., shall comply with the Pitkin County
Individual Sewage Disposal System Regulations.
2. The E.T. bed shall be constructed so that the bottom is
level --/-0.1 inches. Place bed in natural ground; no
portion of the bed shall be placed in fill
J. Provide adequate surface water diversion to assure that
runoff does not enter the evcpo-transpiration bed.
4. Stone shall be 1/2" to 2-1/2 screened rock.
5. Sand shall be 0.5 to 7.0 mm effective size with c
uniformity coefficient of 4 or less.
6. The recommended bed seeding is blue grass at 4 to 6
lbs/100 sq.ft. All other areas disturbed by construction
shall be reseeded with native grosses to prevent erosion.
7. The location of the bed may be adjusted in the field to
better fit the site, provided all setbacks are met.
8. Piping in system shall be standard perforated sewer pipe.
ASTM 2729 -Sewer and Drain Leochfie/d Pipe.
9. 4" PVC tees .should not be glued to enable observations of
water level in system and to remove excess salts
accumulation or surplus water, if necessary.
70. Use risers as needed to bring septic tank access hatch
within 6" of finished grade.
71. Cast iron pipe of equal strength or other pipe properly
supported to prevent failure by settling shall extend
from tank for a distance of at least five feet (5) from
the inlet and outlet ends.
12. The Contractor and Owner shall take whatever measures
are necessary to assure that (a) septic tank and sewer
lines are completely water tight, and (b) the system is
to be installed to prevent freezing of all pressure and
gravity sewer lines.
I3. The Pitkin County Environmental Health Department and
the Engineer shall be notified when construction
commences and kept abreast of the construction progress
so that sufficient inspection can be performed to assure
conformance with these plans. Provide a minimum of 48
hours notice to each.
DESIGN CALCULATIONS
1, 4 BEDROOM HOME, ASSUME 2 PERSONS/BEDROOM AND 75 GPCD.
2. DETERMINE FLOW
Q = (2)(4)(75) = 600 GPD
4. SEPTIC TANK SIZE FOR 4 BEDROOMS = 1250 GALLONS
4. ALLOWABLE LOADING RATES:
EVAPO-TRANSPIRATION.• USE STANDARD ET RATE FROM 32 PAN OF
0.135 GALLONS/S. F./DAY
5. DETERMINE BED SIZE:
FOR EVAPO-TRANSPIRATION:
Q = 0.135(AREA)
A = 4444.44 S.F.
ALLOW 25Z REDUCTION FOR WATER SAVING FIXTURES:
A = 4444.44 * 0.75 = 3333 S.F.
USE 3 - 12' X 93' BEDS, EFFECTIVE AREA = 3,348 S.F
ASPEN/PITKIN
ENVil"OolMENTAL HEALTH
O�
APPROVED: y'/ o
AlR VENT (2 REQ D) 4" PERFORATED PVC T
-SEE DETAIL SLOPE 0'1/FT. (TYP.)
El/APO- TRANSPIRA TION BED DETAIL
NOT TO SCALE
DATE BY
INDIVIDTIAL SVA GE
DISPOSAL SYSTEM
Job No. 90162
/
Drawn by: DLIC
Dote: 9/16/91
Appr by JSS
LL
W