HomeMy WebLinkAboutDRB150144_Soils Test_1430233140.pdf MAY-29-2002 10:38 H-P GEOTECH P.01/18
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HEPWORTH. PAWL .GEOTECHNICAL, INC.
5020 County Road 154
Glenwood Springs,Colorado 81601
Phone: 970-945-7988
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MAY-29-2002 1038 H-P GEOTECH r.ez%ic
SUBSOIL STUDY FOR FOUNDATION DESIGN
LOT 30, WESTHAVEN CIRCLE
GLEN LYON SUBDIVISION
TOWN OF VAIL
EAGLE COUNTY, COLORADO
Prepared For:
Geoff Meagher
900 East Pine Street
Seattle, WA 98122
Job No. 4 335 85 September 17 , 1985
MAY-29-2002 1039 :,-P GEOTECH P.03/18
TABLE OF CONTENTS
CONCLUSIONS 1
SCOPE OF STUDY 1
PROPOSED CONSTRUCTION 1
SITE CONDITIONS 2
SUBSURFACE CONDITIONS 3
FOUNDATION RECOMMENDATIONS 4
FLOOR SLABS 5
EXCAVATION AND SITE GRADING 6
UNDERDRAIN SYSTEM 7
SURFACE DRAINAGE 8
LIMITATIONS 8
FIGURE 1 - LOCATION OF EXPLORATORY PITS
FIGURE 2 - LOGS OF EXPLORATORY PITS
FIGURE 3 - LEGEND AND NOTES
FIGURE 4 - GRADATION TEST RESULTS
FIGURE 5 - GRADATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
MAY-29-2002 10 39 H-P GEOTECH H.04/it
CONCLUSIONS
The residence constructed on the lot should be founded with
spread footings placed on the natural subsoils and designed
for a maximum soil bearing pressure of 3000 psf. Design and
construction criteria relating to subsoil conditions encoun-
tered at the site are presented in this report. Once more
specific building and construction plans have been developed,
we should be notified for geotechnical review.
SCOPE OF STUDY
This report presents the results of a subsoil study for a
residence to be located on Lot 30, Westhaven Circle, Glen Lyon
Subdivision, Town of Vail , Eagle County, Colorado. We understand
the findings of this report will be considered in the
purchase/sale of the lot.
This report has been prepared to summarize the data obtained
from the field and laboratory work and to present our conclusions
and recommendations based on the assumed construction and the
subsurface conditions encountered. Recommended design parameters
and a discussion of geotechnical engineering considerations
related to construction of the residential structure are
included. Geologic aspects such as debris flow and snow
avalanche which could potentially impact development on the site
are beyond the scope of this study.
PROPOSED CONSTRUCTION
At the time of this report, building plans had not been
developed. We assume the structure will be two to three stories
MAY-29-2002 10 39 H-P GEOTECH
-2-
of wood frame construction with foundations and floor levels
stepped to help reduce excavation depths. A maximum cut depth of
one level ( 10 to 12 feet) into the hillside is assumed. Founda-
tion loadings are assumed to be light to moderate, typical for
this type construction and use.
When more specific building plans have been determined, we
should be notified for geotechnical review and to re-evaluate the
recommendations contained in this report.
SITE CONDITIONS
At the time of our field work the site was vacant and vege-
tated with native grasses and aspen trees. The property is
situated on the lower northwesterly facing side of Vail Valley at
about 8200 feet elevation and overlooks the Gore Creek Valley
bottom. Grades across the proposed building area are moderately
steep to steep sloping, about 25% to 35%, and increase to about
40% towards the upper (southeast) part of the lot . Elevation
difference across the assumed building area (between the pit
locations shown on Fig. 1 ) is about 20 to 25 feet . A steep road
cut of about 6 to 10 feet height has been made between Westhaven
Circle and the lower edge of the site. A shallow ephemeral
drainage which crossed the steep to very steep evergreen vege-
tated slope of Tract D above the site to the southeast outlets
onto the upper extremes of the lot and is presently dry. An
existing, multiple story wood frame residence above a buried
parking level is located on the adjoining Lot 29 to the south-
west. The residence excavation was reportedly cut into multiple
levels to reduce excavation depth.
MAY-29-2002 10:39 H-P GEOTECH p.0s/le
-3-
SUBSURFACE CONDITIONS
The general subsurface conditions at the site were evaluated
by excavating three exploratory pits at the approximate locations
shown of Fig. 1 . The steep road cut , together with the site
grade and soft topsoil layer, required the use of a track-mounted
backhoe to access and traverse the site. The exploratory pit
locations were determined from building setback requirements and
discussion with Ron Byrne, regarding the probable residence loca-
tion.
Graphic logs of the subsoil profiles encountered are pre-
sented on Fig. 2. As indicated by the logs the subsoil profile
is relatively uniform and consists of a 1 to 2 foot topsoil depth
above relatively dense silty to clayey sand, gravel and cobble
deposit with occasional boulders. Boulders to about 4 foot size
were encountered, but larger boulders may be present at other
locations. The upper 2 to 4 foot depth of this granular stratum
was noted to contain porous fine-grained soil. Generally, less
silt and clay and a greater number of cobbles and boulders were
encountered with depth in the pits. The larger material encoun-
tered with depth caused practical excavation refusal with the
light duty track hoe at 13 foot depth in Pit 1 . The depth
achieved at the maximum reach of the backhoe was 16 feet in Pits
2 and 3. Results of gradation analysis performed on the minus 3-
inch to minus 5-inch size fraction of bulk samples taken at
selected depths within the pits are shown on Figs. 4 and 5 .
Results of these and other laboratory test results are summarized
on Table I .
MAY-29-2002 1039 H-P GEOTECH P.07/18
_4_
No free water was encountered in the exploratory pits during
excavation and the granular subsoils were generally moist.
FOUNDATION RECOMMENDATIONS
Considering the subsurface conditions encountered in the test
pits and the assumed construction, we recommend the residence
constructed on the site be founded on spread footings placed on
the natural granular subsoils. The following design and
construction criteria should be observed for a spread footing
foundation system:
1 ) Footings placed on the natural granular subsoils below all
topsoil and upper porous silty to clayey soils may be
designed for a maximum soil bearing pressure of 3000 psf.
Settlements are expected to be about 1 inch maximum for the
assumed type construction.
2) Spread footings should have a minimum width of 16 inches for
walls and 2 feet for columns.
3) Exterior footings or footings constructed in nonheated areas
should be provided with adequate soil cover above their
bearing elevation for frost protection. Four feet is
typically used in this area.
4) Continuous foundation walls should be reinforced top and
bottom to span an unsupported length of a least 10 feet.
5) Foundation walls acting as retaining structures should be
designed to resist a lateral earth pressure based on an
equivalent fluid weight of 45 pcf. Backfill should consist
of granular soils such as those encountered on-site and
MAY-29-2002 10.40 H-P GEOTECH P.03/18
-5-
should be compacted to at least 90% of standard Proctor
density (ASTM D698) . The backfill surface should be sloped
away from the structure a distance equal to the backfilled
depth but at least 10 feet. An underdrain should be provided
to prevent hydrostatic pressure buildup behind the wall.
6) Areas of loose or soft material and any existing fill , porous
fine-grained soils and topsoil encountered within the founda-
tion excavations should be removed and the footing bearing
level extended down to firm natural subsoils. Voids result-
ing from boulder removal below foundation excavations should
be backfilled with concrete.
7) Footing excavations should be observed by a representative of
the soil engineer prior to concrete placement.
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, nonstructural floor
slabs should be separated from bearing walls and columns with an
expansion joint which allows unrestrained vertical movement.
Floor slabs should be provided with control Joints to reduce
damage due to shrinkage cracking and the slabs should be ade-
quately reinforced. We suggest that control joints be provided
on the order of 15 feet on center. A minimum 4-inch free
draining gravel layer should be placed immediately beneath floor
slabs. This material should consist of aggregate with less than
5% passing the No. 200 sieve and more than 50% retained on the
MAY-29-2002 10:40 H-P GEOTECH P.09/18
-6-
No. 4 sieve. The underslab gravel should connect to the under-
drain system (described below) .
EXCAVATION AND SITE GRADING
Due to the moderately steep to steep slope of the lot,
unstable slope conditions could develop as a result of construc-
tion excavation. Excavation should be kept relatively shallow to
reduce the risk of slope instability. Permanent unretained cuts
should not exceed 10 feet in vertical height and should be graded
at 2 horizontal to 1 vertical or flatter. Stepping or benching
the foundation excavations into the slope will reduce cut depths
and improve slope stability. If fill sections are constructed
for driveways, embankment heights of up to 10 feet can be used if
the fill slopes do not exceed 2 horizontal to 1 vertical and the
fills are properly compacted and drained. The ground surface
underlying fill sections should be prepared by removing all
organic matter, scarification to about 8-inch depth and recom-
pacting to 95% of the maximum standard Proctor density prior to
fill placement. Fill should be benched into slopes exceeding 5
horizontal to 1 vertical. Subsequent fill can consist of the on-
site soil exclusive of organic matter and oversized rock
compacted to at least 95% of the maximum standard Proctor density
(ASTM D698) at a moisture content near optimum. Good surface
drainage should be provided around all permanent cut and fill
slopes to direct surface runoff away from the slope faces.
Slopes and other stripped areas should be protected againt
erosion by revegetation or other methods. Boulders will be
VW-29-2002 10 40 H-P UEOTECH P.10/le
-7-
encountered in the excavations and should not be included in the
fill sections. We estimate oversized rock (approximately greater
than 6-inch diameter) may range from about 10 to 30% . Generally,
the amount of oversized rock appears to increase with depth but
should be expected to vary at other parts of the site .
UNDERDRAIN SYSTEM
Although free water was not encountered during our investi-
gation, it has been our experience in mountain areas such as this
that local perched groundwater may develop during times of heavy
precipitation or seasonal runoff. Therefore, the lower level or
each level cut into the hillside should be protected from wetting
by installation of an underdrain system. The underdrain system
should consist a perforated pipe installed in a gravel-filled
trench placed along the building perimeter and at the base of
interior steps in grade. The drain invert should be at least 12
inches below the lowest adjacent grade and sloped on a minimum 1%
grade to a suitable gravity outlet . The underslab gravel should
be connected to the perimeter drain. The gravel drain material
should consist of aggregate with less than 5% passing the No. 200
sieve and at least 50% retained on the No. 4 sieve with a maximum
size of about 2 inches. The drain should also act to prevent
buildup of hydrostatic pressures behind foundation and basement
walls.
MAY-29-2002 10:410 H-P GEOTECH P.11/18
-8-
SURFACE DRAINAGE
The following drainage precautions should be observed during
contruction and maintained at all times after the facility has
been completed:
1 ) Excessive wetting or drying of the soils exposed in the
foundation excavations and underslab areas should be avoided
during construction.
2) Miscellaneous exterior backfill should be moistened or dried
to near optimum and compacted to at least 90% of maximum
standard Proctor density.
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 6 inches in the
first 10 feet.
4} Roof downspouts and drains should discharge well beyond the
limits of all backfill.
LIMITATIONS
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
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 may not become evident
until excavation is performed. If during constrtuction, existing
fill , soil, rock or water conditions appear to be different from
MAY-29-2002 10:41 H-P GEOTECH P.1d/1b
-9-
those described herein, this office should be advised at once so
re-evaluation of the recommendations may be made. We recommend
on-site observation of exavations and foundation bearing strata
by a soil engineer.
The steep to very steep slopes to the southeast above the
proposed building site may have a potential for debris flow or
avalanche which could impact a residence on the lot. Although
the likelihood of such an occurence appears remote, we recommend
that geologic conditions which could potentially impact the site
be evaluated as part of the design work. Previous geologic work
concerning potential impacts has been performed by Arthur Mears
Associates.
CHEN AND ASSOCIATES, INC.
By
Stephen A. Down
Reviewed By
Steven L. Pawlak, P.E.
SAD/ec
PHT-G7-GlOOG Ib•41 n-r ULuIcLLn
Westhaven Circle i Ph ne Box
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4-335-8:I cites and associates, inc. Logi. of Ex771oratory .`.'its Fig.2
MAY-29-2002 10:41 H-P GEOTECH r.lD,lo
Legend:
ElTopsoil; organic, low density, silty to clayey, soft, moist, dark brown,
with roots.
F•r , Gravel (GM-GC); sandy with subangular cobbles and occasional boulders,
roo silty to clayey, medium dense to dense, moist, brown to light brown, zones
of porous fines, slightly calcarous.
Disturbed Bulk Sample.
Practical refusal with light duty track hoe.
Notes:
1) Exploratory pits were excavated on September 10 and 11, 1985 with a light
duty track hoe.
2) Location 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 plan provided and checked by hand level.
4) The exploratory pit locations and elevations should be considred 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 the transitions
may be gradual.
6. Laboratory Testing Results:
WC = Water Content (%)
DD = Dry Density (pcf)
-200 = Percent Passing No. 200 Sieve
+ #4 = Percent retained on No. 4 Sieve.
LL = Liquid Limit (%)
Pi = Plasticity Index (%)
4-335-85 cis and =sedates, Inc. Le"•e_d arta Notes Fig. 3
11AY-29-2002 1041 H-P GtUItLH ' •-- _..
CA-2-79
.lien and associates, inc.
HYDROMETER ANALYSIS SIEVE ANALYSIS
r TIME READINGS I U.S.STANDARD SERIES CL FAN.y01.:.►HE UPENIN(35
I {
24 MR 7Hl4
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042 2.0 191
I DIAMETER OF PARTICLE IN MILLIMETERSI
SAND GRAVEL COBBLES
CLAY'U SIL? FINE r MCDIUM ICOARS6 FINE I COARSE _
GRAVEL 53 % SAND 26 % SILT ANO CLAY 21 %
LIQUID LIMIT PLASTICITY INDEX 'b
/
SAMPLE OF silty to clayey FROM Pit 1 at 4 feet to 6 feet
sandy gravel
[
HYDROMETER ANALYSIS SIEVE ANALYSIS
I TIME REAOINt;S V S SrANI)AHUS HIES CLLAII SQUARE JPENINGS
74,414714H 1(I _4 y, 1,,, 1,0� 3' 5..8"49 14 174 1S MIN 60 M1N. 19 MIN.4 MIN. 1 MIN. '200 '100 '50 '40'30 '16 5
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DIAMETER OF PARTICLE IN MILLIMETERS
SAND VRAVEL COBBLES
.'.LAY TO SILT FINE I MEDIUM (COARSE FINE I COARSE
GRAVFI 27 'h SAND 43 lf% SILT AND CLAY 30 %
C IOUIU LIMIT26 a, I'LASTICI TY INDEX 9 r
SAMPLE OF Silty to clayey FROM Pit 2 at 2 feet to 4 feet
_sand and gravel <
4-335-85 4
GRADATION TEST RESULTS Fig.
MAY-29-2002 10:42 H-P UtUIhCH I •A1' �-4
CA-2-79
...ien and associates, inc.
HYDROMETER ANALYSIS SIEVE ANALYSIS 1
TIME READINGS U.S.STANDAR()SERIES I CLEAR SQUARE OPENINT•S 1
[A.IR. 7 HP '10
45 MIN Iti MIN d0 MIN 19 MIN 4 MIN 1 MIN '200 '100 '50 '40'30 •16 18 '4 Y." 1'6' T" 5"B' r
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DIAMETER OF PARTICLE IN MILLIMETERS
•
SAND GRAVEL OQ88LE5
!:LAY TO 511 1 FINE 1 MEORJM !COARSE' FINE 1 COARSE
;RAVEL 52 % SAND 33 % SILT AND CLAY 15 %
01. 'i
LIQUID LIMIT PLASTICITY INDEX
SAMPLE OF silty to clayey FROM Pit 2 at 12 feet to 16
saudy'gravel feet
h YQROMETER ANALYSIS SIEVE ANALYSIS
I I IME HEADINGS U.S.STANDARD SERIES CLEAR tiOUANE OPENINGS
24 rill. 7 mit '10
45 MIN 15 MIN MI MIN. 19.MIN 4 MIN. 1 MIN '21.0 -100 '50 '40.30 "70 1'8 '0 k" y.. 1'k" 7" . 5"5" b
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042 2.0 152
IDIAMETER OF PARTICLE IN MILLIMETERS
SANfi cSi4AVr'1
(„AY.()SILT FIND ] MEDIUM 'COARSE_ TINE I COARSE GV8BLE9
GRAVEL 58 % SAND 31 % SILT AND CLAY 11 's,
LIQUID LIMIT 'q PLASTICITY INDEX
5AMPIEOF ,gandy gravel, slightly FROM pit 3 at 10 feet to 16 feet
siJ1.ty to clayey,
4-335-85 5
GRADATION TEST RESULTS Fig._
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TOTAL P.18