HomeMy WebLinkAbout02619 GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2619
109 8th Street Suite 303 Assessor's Parcel No.
Glenwood Springs, Colorado 81601
Phone (303) 945 -8212
This does not constitute
INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit.
PROPERTY
Bryan Wight/Lis Bybee Present Address Box 5131, Aspen, CO Phone 963 -4656
Owner's Name.
Los Adobes, Lot 5, Carbonfale
System Location
Legal Description of Assessor's Parcel No.
SYSTEM DESIGN
Septic Tank Capacity (gallon) Other
Percolation Rate (minutes /inch) Number of Bedrooms (or other) 4
Required Absorption Area - See Attached
Special Setback Requirements:
•
Date Inspector
FINAL. SYSTEM INSPECTION AND APPROVAL (as installed)
Call for Inspection (24 hours notice) Before Covering Installation 999 -
System Installer
Septic Tank Capacity ',IIy'w)
Septic Tank Manufacturer or Trade Name
V: ,
Septic Tank Access within 8" of surface
_____ ,_ -.-
Absorption Area
Absorption Area Type and /or Manufacturer or rade Name
P Y
Adequate compliance with County and State regulations /requirements
Other
Date Inspector
RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE
•CONDITIONS:
1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter
25, Article 10 C.R.S. 1973, Revised 1984.
2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con-
nection to or use with any dwelling or structures not approved by the Building and Zoning off ice shall automatically be a violation or a
requirement of the permit and cause for both legal action and revocation of the permit.
3. Any person who constructs, alters, or installs an individual seWage disposal system in a manner which Involves a knowing and material
variation from the terms or specifications contained in the application of permit commits a Class I, Petty Offense ($500.00 fine — 6
months in )ail or both).
White - APPLICANT Yellow - DEPARTMENT
HEPWORTH- PAWLAK GEOTECHNICAL, INC. 5020 Road 154
Glenwood Springs, CO 81601
October 11, 1995 Fax 970 945-8454
Phone 970 945 -7988
Bryan Wight
P.O. Box 5131
Aspen, Colorado 81612 Job No.195 412
Subject: ,- Subsoil Study for Foundation Design and Percolation Test, Propose¢
( Residence, Lot 5, Los Adobes, Garfield County, Colorado
Dear Mr. Wight:
As requested, Hepworth - Pawlak Geotechnical, Inc. performed a subsoil study for
design of foundations at the subject site. The study was conducted in accordance with
our agreement for geotechnical engineering services to you dated August 24, 1995. The
data obtained and our recommendations based on the proposed construction and
subsurface conditions encountered are presented in this report. We also attempted to
conduct a percolation test for septic disposal system design.
Proposed Construction: The proposed residence will be a one story light formed
concrete structure with a slab -on -grade floors located in the eastern part of the building
envelope as shown on Fig. 1. The lower portion of the residence will be a walkout
level. Cut depths are expected to be up to about 4 feet. Foundation loadings for this
type of construction are assumed to be relatively light to moderate.
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 was vacant and relatively undisturbed at the time of our field
work. The ground surface is moderately to steeply sloping down to the west with
between 25 and 30 feet of elevation difference across the building envelope, but less
than 10 feet in the building area. The building envelope and topographic contours are
shown on Fig. 1. Vegetation consists mainly of juniper trees, cactus and weeds.
Subsurface Conditions: The subsurface conditions at the site were evaluated by
excavating two exploratory pits at the approximate locations shown on Fig. 1. The logs
of the pits are presented on Fig. 2. The subsoils encountered consist of gravel to
boulder size sandstone rock fragments in a silty clayey sand matrix overlying sandstone
bedrock at depths between 2 and 4 1/2 feet below the existing ground surface. Results
of a gradation analysis performed on a sample of the upper soils (minus 3 -inch fraction)
obtained from the site are presented on Fig. 3. No free water was observed in the pits
at the time of excavation and the soils were slightly moist to moist.
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 undisturbed sandstone bedrock designed for an allowable bearing
Bryan Wight
October 11, 1995
Page 2
pressure of 4,000 psf for support of the proposed residence. Overburden soils and
disturbed bedrock encountered at the foundation bearing level within the excavation
should be removed and the footing bearing level extended down to the undisturbed
bedrock. Footings should be a minimum width of 16 inches for continuous walls and
2 feet for columns. Exterior footings should be provided with adequate cover above
their bearing elevations for frost protection. Placement of footings at least 36 inches
below the exterior grade is typically used in this area. It appears that at typical frost
depth, the bearing will be on hard bedrock. The frost depth cover can probably be
reduced where bearing is on competent cemented sandstone. Continuous foundation
walls should be reinforced top and bottom to span local anomalies such as by assuming
an unsupported length of at least 10 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 45 pcf for the on -site soil and well- broken rock as backfill.
Floor Slabs: The natural on -site soils and bedrock are suitable to support lightly to
moderately 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 Tess 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 and well- broken rock, devoid of topsoil, vegetation and
oversized rock.
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
H - GEOTECH
Bryan Wight
October 11, 1995
Page 3
areas. Free - draining wall backfill should be capped with about 2 feet of the
on -site, finer graded 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 first 10 feet in pavement and walkway areas. A swale will be
needed uphill to direct surface runoff around the residence.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
Site Grading: We understand that the cut and fill depths are planned to be about 3 and
4 feet. The bedrock is very hard and cemented and could be difficult to excavate.
Prior to fill placement, the subgrade should be carefully prepared by removing all
vegetation and topsoil and compacting to 90% standard Proctor density. The fill should
be benched 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.
Percolation Testing: Percolation test holes were excavated in the northern part of the
lot for septic disposal. The excavations encountered sandstone bedrock at depths less
than 4 feet below the existing ground surface. In addition the terrain is steep and
irregular. The disposal system should be designed by a civil engineer with attention
given to the shallow bedrock conditions and the steep downslope.
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
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
H -P GEOTECH
Bryan Wight
October 11, 1995
Page 4
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, 7 iew H ORTH - PAWLAK GEOTECHNICAL, INC.
I
JZ.6. mson, Jr, P.E.
P >" A R :k. . c,,w t 0 ° . .v,F,,
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Steven L. Pawlak, P.E s '2 s , , :, °� .9
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Attachments
cc: The Drawing Board - Attn: Rob Classen
H -P GEOTECH
•
' • APPROXIMATE SCALE
I" = 50' /
I / ACCESS
LOT 6 /) EASEMENT
PROFILE PIT
)/
I / I 41 ( / PIT 2
` \ BUILDING � S
\\ \jENVELOPE
\ � I PIT I I �
LOT 5
i
LOT
BOUNDARIES --
LEGEND
• EXPLORATORY PIT
A PERCOLATION TEST HOLE
1 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fl
195 412 GEOTECHNICAL, Inc. AND PERCOLATION TEST HOLES
. Pit 1 Pit 2 Pru'Iie Pit
Elev.= 6386' Elev.= 6388' Elev. = 6371'
;F „
-- 0 0 _
• . ...! O
' �
— � +4 =55 ..
— ' =21 -
L — 5 5
a — — 0.
II 43
10 10
LEGEND:
GRAVEL (GC -GM); clayey silty sand matrix, cobble to boulder size
• ; sandstone fragments, dense, moist to slightly moist, red.
WEATHERED SANDSTONE; very hard, fractured, red. Cemented
with depth.
Disturbed Bulk Sample.
T Practical Backhoe Refusal.
NOTES:
1. Exploratory pits were excavated on August 31, 1995 with a Caterpillar
426 rubber -tired backhoe.
2. Locations of exploratory pits were measured approximately by pacing
from features shown on the site plan provided.
3. Elevations of exploratory pits were obtained by interpolation between
contours on the site plan provided. Exploratory pits are drawn to depth.
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 excavation.
Fluctuations in water level may occur with time.
7. Laboratory Testing Results:
+4 = Percent retained on No. 4 sieve
-200 = Percent passing No. 200 sieve
195 412 HEPWORTH PAWLAK LOGS OF EXPLORATORY PITS Fig. 2
GEOTECHNICAL, Inc.
• I H./ono/AVER ANALVSlS SIP!, .NALYSIS
IRA IIEAU "' U.S. S1ANUNIU SEIIIES CLEAR SWAMI UYENINliS
$4 Nn. 7 NR. •10 N R r T ST r
/S MIN IS MIN. 110 MM. N MINI MIN. 1 MIN. 10R '100 ISO •1 0'7 0 19 1•9 r 4,4 0
100 i .
10 1
r I I p
m
W
70 Maar 30 '
I tl _
8 ,
N W
N -- I —1— •� /�9
1 1 - 1
W ea Z
6 N n - W
W 1 i I + '
• ' 10
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119
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( L rr— •--- ••—)r7 ,_,-rtT.I^-^-t^–T.,,- -tom'..--- -- '*r^ ^ 1ne
, UOI 407 .WS .009 019 .W! .814 .I49 .301 47 598 1.19 7U� 4 .16 937 19.i :0.1. 70.3 127
DIAMETER OF PARTICLE IN MILLIMETERS
i I
$ANII I (UTAVEL IG'J89LE$
CLAY 70 SILT FINE MEDIUM iCUMSE I FINE I COARSE
GRAVEL 55 % SANO 24 % SILT ANO CLAY 21 %
% %
LIDU10 LIMIT PLASTICITY INC=
SAMPLE OF slightly clayey FROM Pit 1 @ 4feet
silty sandy gravel
1 HYOROMETER ANALYSIS
II 1 SIEVE ANALYSIS
II/4E NEAUINU.i I U.S. SiANOA /IU SI:IIIE$ 1
CLEAR SGUAIIE JPENINGS
2 1 7 WI. •ro
1A MIN IS MIN NI MM. 19 MIN • MIN 1 M111 'Tn . 1n0 • S, • !n •7n •111 I'9 •f Yr 11 1•A' r ' S 9';
100 •— �•..■.• 1
— 0
901 .�.�. . , ----- .+�1 ,
'.{ � 70
rot -- t
f °
n 101 7
v ,
N .■. /
1, 591 —~ . SOCC
W I -.. 1 1 9041
2 OI i
us 6 —. � 1 r� 700.
A7
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.
101 90
1 „ ��
u■11...r.. -4.4,-, 4r.. I00
.W1 .m .005 WSS .8 Ail 037 .074 .149 .207 42 .690 •1.19 Q 20 5.78 a.+ 19.1 al 71.2 171
I OfAMETER OF PARTICLE IN MILLIMETERS
SANO GRAVEL 1W00LES
CLAY TO SILT FINE j MEDIUM ICOAnSE, FINE 1 COAfSE
GRAVEL % SAND % SILT AND CLAY %
UOUIO LIMIT % PLASTICITY INDEX
SAMPLE OF FROM
HEPWORTH - PAWLAK I
195 412 l GEOTECHNICAL, Inc. GRADATION TEST RESULTS I Fig. 3
INDI.Y_IDUALSI:WAG ILDISPDSALSYSTENLAPSJ3JCATrON
OWNER k ' /A-4 ItiludFr ,(� IPr BEE
ADDRESS BOc 5 /S/ ASP6r1 Co 8 <(4 PIIONF %3 - 4666:
CONTRACTOR
ADDRESS PHONE
PERMIT 12 EQIJESf FOR 01NEW INSTALLATION ( ) ALTERATION ( ) REPAIR
Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area,
habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes
(See page 4).
LOCATION _OJJ'ROPnSED_FACIL1'L'Y: COUNTY Ctlef F,C.6
Near what City or Town CA28O4O4•C Lot 1 5
Legal Description LOS (NOOSE
WASTES:EWE: (lxtt ( ) Transient Use
( ) Commercial or Industrial ( ) Non - domestic Wastes
( ) Other - Describe
RIJI !DING OR SERVICE TYPE:
Number of bedrooms: le 4 Number of persons
( 1) Garbage Grinder (2) Automatic Washer
(1) Dishwasher
SOUItCI:ANI? TY_PE.QI YATEICSLIPP_I Y: ( ELI. () SPRING () STREAM OR CREEK
Give depth of all wells within 180 feet of system:
If supplied by communiiy water, give name of supplier:
GROUND CONDITIONS:
Depth to bedrock:
Depth to first Ground Water Table:
Percent 0roiind Slope:
DISTANCE TO NEAREST COMM UNITY SEWER SYSTEM:
Was an effort made to connect to community system? do
TYPE OF INDIVIDUAL. SEWAGE: DISPOSAL SYSI ?M PROPOSED:
(L)'teptic Tank ( ) Aeration Plant ( ) Vault
( ) Vault Privy ( ) Composting Toilet ( ) Recycling, Y g. Potable use
( ) Pit Privy ( ) Incineration Toilet ( ) Recycling, other use
( ) Chemical Toilet ( ) Other - Describe:
FINAL DISPOSAL BY:
(V) Trench, Bed or Pit ( ) Evapotranspiration
( ) Underground Dispersal ( ) Sand Filter
( ) Above Ground Dispersal ( ) Wastewater Pond
( ) Other - Describe:
WILL EFFLUENT BE. DISCI [ARCED DIRECTLY INTO WATI?RS OF THE STATE? Nt'
P_latCoLATJO EST_RESUL1 : (To be completed by Registered Professional Engineer)
Minutes per inch in hole No. I Minutes per inch in 1" - tole No. 3
Minutes per inch in hole No. 2 Minutes per inch in Hole No. _
Name, address and telephone of RPE who made soil absorption tests:
Name, address and telephone of RPE responsible for design of the system:
74567A j'1 c71Y7
Applicant acknowledges That the completeness of the a ppliction is conditional upon such further mandatory
and additional tests and reports as may be required by the local health department to be madeand furnished
by the applicant or by the local health department for purposes of the evaluation of the application; and the
issuance of the permit is subject to such terms and conditions as deemed necessary to inusrecompliance with •
rules and regulations adopted under Article 10, Title 25, C.R.S. 1973, as amended. The undersigned hereby
certifies that all statements make, information and reports submitted herewith and required to be submitted
by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and
are designed to bre relied on by the local department of health in evinating the same fro purposes of issuing
the permit applied for herein. 1 further understand that any falsification or misrepresentation may result in
the denial of the application or revocation of any permit granted based upon said application and in legal
action for perjury as provided by law..
Signed 13L4 \M Date lin 19 c-
LLGASEDRAW AN CCLRATILMARTO YOUR_P_ROP_ERTY
•
�lG Co “,
gittci
o/2„
K
CriSe 44.(2„
•
L'LOLPLAI*ANanESIGMITIA•rflt
include by measured distance location of wells, springs, potable water supply lines, cisterns, buildings,
property lines, subsoil drains, lake, watercourse, stream, dry gulch and show location of proposed system by
direction and distance from dwelling or other fixed reference object, and additional submissions in support
of this application such as data, plans, specifications statements and commitments.
/OH 1111 0 nJi.�i_ 1 9 —,
TRY .•_7.
ivarvccxwa c. 1 AUG 0 5 1996
„ Cr cW�FI cc& rrY
August 2, 1996
Garfield County Building Department
Attn: Don Owens
109 8th Street, 3rd Floor
Glenwood Springs, CO 81601
RE: Lot 5, Los Adobes Subdivision, ISDS
Wight Residence
HCE File # 95004.25
Dear Mr. Owens:
On June 5th, 6th, and 18th, 1996, HCE personnel observed the visible construction of the
Individual Sewage Disposal System on the subject property northeasterly of Carbondale,
Colorado. The sand filter /mound system was in place, as well as the septic tank, and
distribution box. It appeared that the construction in place was in conformance with the
intent of the design.
If you have any questions or need additional information, please contact us.
Sincerely,
HIGH COUNTRY ENGINEERING, INC.
Ti §y P. eck, P.E.
P incipal Engineer
PB /tmc
cc: Ed Pace, Pace Construction
Bryan Wight
923 Cooper Avenue • Glenwood Springs, CO 81601
Telephone: (970) 945 -8676 • FAX: (970) 945 -2555