HomeMy WebLinkAboutSoils Report 12.18.2013FIEPWORTH-PAWLAK GEOTECHNICAL
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SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED BARN ADDITION
AND RESIDENTIAL TRI-PLEX
ASPEN VALLEY POLO CLUB
ASPEN EQUESTRIAN ESTATES
COUNTY ROAD 100,
GARFIELD COUNY, COLORADO
JOB NO. 113 459A
DECEMBER 18, 2013
PREPARED FOR:
DIVIDE CREEK BUILDERS
ATTN: MAX FILISS
1531 COUNTY ROAD 342
SILT, COLORADO 81652
iiiaxFilissl`rr ivabna.c iu
PV
CARD
Parker 303-841-7119 ° Colorado Springs 719-633-5562 Silveri -home 970-468-1989
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY - 1 -
PROPOSED CONSTRUCTION -1 -
SITE CONDITIONS - 2 -
SUBSIDENCE POTENTIAL r 2 -
FIELD EXPLORATION - 3 -
SUBSURFACE CONDITIONS - 3 -
FOUNDATION BEARING CONDITIONS - 4 -
DESIGN RECOMMENDATIONS - 4 -
FOUNDATIONS - 4 -
FLOOR SLABS - 6 -
UNDERDRAIN SYSTEM 6 -
SURFACE DRAINAGE - 7 -
LIMITATIONS - 7 -
FIGURE 1 - LOCATION OF EXPLORATORY BORINGS
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURE 4 - SWELL-CONSOLIDATION TEST RESULTS
FIGURE 5 - GRADATION TEST RESULTS
TABLE 1- SUMMARY OF LABORATORY TEST RESULTS
PURPOSE AND SCOPE OP STUDY
This report presents the results of a subsoil study for a proposed barn addition and
residential tri-plex to be located at the Aspen Valley Polo Club, Aspen Equestrian Estates;
County Road 100, Garfield County, Colorado. The project site is shown on Figure 1.
The purpose of the study was to develop recommendations for the foundation design.
The study was conducted in accordance with our agreement for geotechnical engineering
services to Divide Creek Builders dated December 11, 2013. Hepworth-Pawlak
Geotechnical, Inc. previously performed a preliminary geotechnical study for the
proposed development (Preshana Farms) and reported our findings under Job Number
198 501, dated August 31, 1998. We also provided a geotechnical engineering study for a
proposed commercial area on the property, Job Number 104 739, dated November 30,
2004.
A field exploration program consisting of exploratory borings was conducted to obtain
information on the subsurface conditions. Samples of the subsoils obtained during the
field exploration were tested in the laboratory to determine their classification,
compressibility or swell and other engineering characteristics. The results of the field
exploration and laboratory testing were analyzed to develop recommendations for
foundation types, depths and allowable pressures for the proposed building foundation.
This report summarizes the data obtained during this study and presents our conclusions,
design recommendations and other geotechnical engineering considerations based on the
proposed construction and the subsurface conditions encountered.
PROPOSED CONSTRUCTION
The proposed barn addition will be a tall one story wood frame structure. Ground floor
will be slab -on -grade. Grading for the structure is assumed to be relatively minor with
cut depths between about 2 to 4 feet. The proposed tri-plex will be one and two story
wood frame construction above a crawlspace. Grading for the structures is assumed to be
relatively minor with cut depths between about 2 to 4 feet. We assume relatively light
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foundation loadings, typical of the proposed type of construction. The proposed building
locations are shown on Figure 1. The existing pole barn, garage and residence will be
razed prior to construction.
If building loadings, location or grading plans change significantly from those described
above, we should be notified to re-evaluate the recommendations contained in this report.
SITE CONDITIONS
The property has recently been used for equestrian purposes and development has
consisted of barns, sheds, indoor arena and outside stables and arenas. An existing pole
bam, garage and residence constructed prior to the subdivision creation are located in the
southeast corner of the property. An existing stable and indoor arena are located in the
southwest corner of the property. The property is relatively flat with a slight slope down
to the west. There was about 4 inches of snow cover at the time of our field investigation.
SUBSIDENCE POTENTIAL
Bedrock of the Pennsylvanian age Eagle Valley Evaporite underlies the Aspen Equestrian
Estates subdivision. These rocks are a sequence of gypsiferous shale, fine-grained
sandstone and siltstone with some massive beds of gypsum and limestone. There is a
possibility that massive gypsum deposits associated with the Eagle Valley Evaporite
underlie portions of the lot. Dissolution oldie gypsum under certain conditions can cause
sinkholes to develop and can produce areas of localized subsidence. During previous
work in the area, several sinkholes have been observed scattered throughout the lower
Roaring Fork River Valley.
Sinkholes were not observed in the immediate area of the subject property. No evidence
of cavities was encountered in the subsurface materials; however, the exploratory borings
were relatively shallow, for foundation design only. Based on our present knowledge of
the subsurface conditions at the site, it cannot be said for certain that sinkholes will not
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develop. The risk of future ground subsidence on the property throughout the service life
of the proposed barn addition and tri-plex, in our opinion, is low; however, the owner
should be made aware of the potential for sinkhole development. Iffurther investigation
of possible cavities in the bedrock below the site is desired, we should be contacted.
FIELD EXPLORATION
The field exploration for the project was conducted on December 11, 2013. Four
exploratory borings were drilled at the -locations shown on Figure.] to evaluate the
subsurface conditions. Two borings were drilled at the barn addition and two borings in
the area of the tri-plex. The borings were advanced with 4 inch diameter continuous flight
augers powered by a truck -mounted CME -45B drill rig. The borings were logged by a
representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with 1' inch and 2 inch I.D. spoon samplers. The
samplers were driven Into the subsoils at various depths with blows from a 140 pound
hammer falling 30 inches. This test is similar to the standard penetration test described
by ASTM Method D-1586. The penetration resistance values are an indication of the
relative density or consistency of the subsoils. Depths at which the samples were taken
and the penetration resistance values are shown on the Logs of Exploratory Borings,
Figure 2. The samples were returned to our laboratory for review by the project engineer
and testing.
SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2.
The subsoils consist of about one to two feet of fill overlying a relatively thin layer of
clay above sandy gravel with cobbles and small boulders. Drilling in the dense granular
soils with auger equipment was difficult due to the cobbles and boulders and drilling
refusal was encountered in the deposit.
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Laboratory testing performed on samples obtained from the borings included natural
moisture content and gradation analyses. Results of swell -consolidation testing'
performed on a relatively undisturbed drive sample, presented on Figure 4, indicate
moderate compressibility under conditions of loading and wetting. Results of gradation
analyses performed on a small diameter drive sample (minus 11/2 inch fraction) of the
coarse granular subsoils are shown on Figure 5. The laboratory testing is summarized in
Table 1.
No free water was encountered in the borings at the time of drilling and the subsoils were
slightly moist to moist.
FOUNDATION BEARING CONDITIONS
A pit about 4 feet deep was observed alongside the existing stable. The existing footing
was exposed and the bottom of the footing was about 2 feet below surrounding grade. The
subsoils exposed oonsisted of sandy'clay fill above sandy clay overlying granular material
at 31/2 feet below grade. The proposed ham addition excavation adjacent to the existing
barn should expose the bottom of the existing footings and penetrate all fill material.
The tri-plex footprint spans over the existing garage and a few feet of fill material should
be expected in this area. All fill and sandy clay soils should be removed and the
excavation extended down to granular soils.
DESIGN RECOMMENDATIONS
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory borings and the
nature of the proposed construction, we recommend the building be founded with spread
footings bearing on the natural granular soils.
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The design and construction criteria presented below should be observed for a spread
footing foundation system.
1) Footings placed on the undisturbed natural granular soils should be
designed for an allowable bearing pressure of 3,000 psf. The barn addition
can be founded the natural sandy clay soils and designed for a maximum
soil bearing pressure of 1,500 psf. Based on experience, we expect
settlement of footings designed and constructed as discussed in this section
will be about 1 inch or less.
2) The footings should have a minimum width of 16 inches for continuous
walls and 2 feet for isolated pads.
• 3) Exterior footings and footings beneath unheated areas should be provided
with adequate soil cover above their bearing elevation for frost protection.
Placement of foundations at least 36 inches below exterior grade is
typically useditfthis area. A shallower footiiiig protecfed-from frost wi:thi
insulation, designed in accordance with the International Building Code
could also be constructed.
4) 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 also be
designed to resist lateral a lateral earth pressure corresponding to an
equivalent fluid unit weight of at least 45 pcf.
5) All existing fill, topsoil; sandy clay in the tri-plex excavation and any loose
or disturbed soils should be removed and the footing bearing level
extended down to the relatively dense natural granular soils. The exposed
soils in footing area_should then be moistened and compacted. If water
seepage is encountered, the footing areas should be dewatered before
concrete placement.
6) A representative of the geotechnical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
Job No. 113 459A
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FLOOR SLABS
The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -
on -grade construction. To reduce the effects of some differential movement, floor slabs
should be separated from all bearing walls and columns with expansion joints which
allow unrestrained vertical movement. Floor slab control joints should be used to reduce
damage due to shrinkage cracldng. 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 slabs
to provide a break for capillary moisture rise. This material should consist of minus 2
inch aggregate with at least 50% retained on 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 granular soils devoid of vegetation, topsoil and oversized rock.
UNDERDRAIN SYSTEM
Although free water was not encountered during our exploration, it has been our
experience in mountainous areas that local perched groundwater can develop during times
of heavy precipitation or seasonal runoff. Frozen ground during spring runoff cancreate
a perched condition. We recommend below -grade construction, such as retaining walls
and crawlspace areas, be protected from wetting and hydrostatic pressure buildup by an
underdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular material. The drain should
be placed at each level of excavation and at least 1 foot below lowest adjacent finish
grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular
material used in the underdrain system should contain less than 2% passing the No: 200
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sieve, Iess than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The
drain gravel backfill should be at least 1% feet deep.
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the barn addition and tri-plex have been completed:
I) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95% of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas.
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 thefirst 10 feet in unpaved
areas and a minimum slope of 2% inches in the first 10 feet in paved areas.
Free -draining wall backfill should be capped with about 2 feet of the on-
site soils to reduce surface water infiltration.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
LIMITATIONS
This study has been conducted in accordance with generally accepted geotechnical
engineering principles and practices in this area at this time. We make no warranty either
express or implied. The conclusions and recommendations submitted in this report are
based upon the data obtained from the exploratory borings drilled at the locations
indicated on Figure 1, the proposed type of construction and our experience in the area.
Our services do not include determining the presence, prevention or possibility of mold or
other biological contaminants (MOBC) developing in the future. If the client is
Job No. 113 459A G .! tech
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concerned about MOBC, then a professional in this special field of practice should be
consulted. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory borings 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 so that re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes. We
are not responsible for technical interpretations by others of our information. As the
project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications to the recommendations
presented herein. We recommend on-site observation of excavations and foundation
bearing strata and testing of structural fill by a.representative of the geotechnical
engineer.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Louis E. Eller
Reviewed by:
ettti111i1441 l! i►Ikl
po,
Daniel E. Hardin, P.E.
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Job No. 113 459A
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COUNTY ROAD 100
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BORA
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PROPOSED -- J
BARN ADDITION
(SHADED)
EXISTING
BARN
BO
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2
1
6280
/
1
1
PROPOSED BORING 3
TRI-PLEX
(SHADED)
BORING
EXISTING
GARAGE
EXISTING
INDOOR
ARENA
EXISTING
RESIDENCE
APPROXIMATE SCALE
1"=80'
113 459A
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LOCATION OF EXPLORATORY BORINGS
Figure 1
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0
5
BORING 1
ELEV.— 99.2'
li4/6,12/6
WC -18.3
DD=109
BORING 2 BORING 3 BORING 4
ELEV.= 97.2' ELEV.- 6278.6' ELEV.= 6275.9'
.0.
57/12
WC=2.9
+4-63
-200=7
10 L.
BARN ADDITION
Ind
10/12
WC=16.6
-200=56
7a
•
65/12 5
4.1
7/6,15/0
WC=7.0
-200=66
0 —,
J 10
TRI-PLEX
Note: Explanation of symbols Is shown on Figure 3.
113 459A
LOGS OF EXPLORATORY BORINGS
H074, -Pawl o ro c oll
Figure 2
LEGEND:
FILL; clayey silty sand and gravel with cobbles, loose, moist, mixed browns. About 6 Inches of road base above
fill at Boring 3.
TOPSOIL; organic sandy clay and silt, firm, moist, dark brown.
CLAY (CL); sandy, silty, medium stiff, moist, reddish brown to brown.
GRAVEL, COBBLES AND BOULDERS (GM -GP); sandy, slightly silty to silty, dense, moist, brown, subrounded
rocks.
Relatively undisturbed drive sample; 2 -Inch I.D. California liner sample.
Drive sample; standard penetration test (SPT), 13/8 inch I.D. split spoon sample, ASTM D-1586.
57/12 Drive sample blow count; indicates that 57 blows of a 140 pound hammer falling 30 inches were
required to drive the California or SPT sampler 12 Inches.
T
Practical drilling refusal. Where shown above bottom of log, indicates that multiple attempts were
made to advance the boring.
NOTES:
1. Exploratory borings were drilled on December 11, 2013 with 4 -Inch diameter continuous flight power auger.
2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan
provided.
3. Elevations of exploratory borings were measured by instrument level and refer to the Bench Marks shown on Figure
4. he exploratory boring 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 boring Togs represent the approximate boundaries between
material types and transitions may be gradual.
6. No free water was encountered In the borings at the time of drilling. Fluctuation In water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content (%)
DD = Dry Density (pot)
+4 = Peroent retained on the No, 4 sieve
-200 = Percent passing No. 200 sieve
113 459A
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LEGEND AND NOTES Figure 3
Moisture Content = 18.3 percent
Dry Density = 109 pcf
Sample of: Sandy Silty Clay
From: Boring 1 at 2 Feet
2
8
(3
No movement
upon
�i'wefiing
J
l
0.1 1.0 10 100
APPLIED PRESSURE - kaf
113 459A
SWELL -CONSOLIDATION TEST RESULTS
Hep or! -Prwla c (isateahnznf,
Figure 4
HYDROMETER ANALYSIS SIEVE ANALYSIS
HH, 7HP TIME READINGS U.B. STANDARD SERIES I CLEAR SQUARE OPENINGS
0 45 m1N.161+}iN. 80MINI9MIN. A MIN. 1 MIN. #200 4+100 #60 #30 #18 #8 04 3/8" 3/4' 1 112" 3' 5'6' 8" 100
rte.=�..�.rr■.
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20 . �,*�...... T
IINTIM
Y Q f-LEIM ——..
a
I go
:J!J±
10
30
70 L
80
90
100
g-
1
Ei
-!a
.001
.002
.005 .009 .019
.037 .074 .150
.300 .600 1.18 2.36 4.75 9.5 19.0 37.6 762 152 203
12.5 127
DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO EXT
GRAVEL 63 %
LIQUID LIMIT %
SAMPLE OF: Slightly Sllty Sandy Gravel
SAND 30 %
COBBLES
SILT AND CLAY 7 %
PLASTICITY INDEX %
FROM: goring 2 at 2 Y2 Feet
90
80
70
en 0
a.
50
40 a.
30
20
10
0
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113 459A �► ti
Hepworth—Powleatechnical
GRADATION TEST RESULTS
Figure
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
Job No. 113 459A
SAMPLE LCCATICIN
NATURAL
GRADATION
ATrERBERG LTMITS
uycoNFINED
COMPRESSIVE
STRENGTH
(PSF)
11
1 SOIL OR
MDR= TYPE
BORING
DEPTH
(tt)
NATURAL
(%)
DRY
DEMOISTURE N GRY
rrY
— 1ccf)
GIQUID
RAVEL
(%)
SAND
(%)
_
PERCENT
PASSING
NO. 200
SIEVE
Limn I
(%)
(%)__
1
2 18.3 109
Sandy Silty Clay
2
2 1/2 1 2.9
63
30
7
Slightly Silty Sandy Gravel
3
1 �}
16.8
56
Silty Sandy Clay - Fill
I
_
f
7.0
66
Sandy Silty Clay
-
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1