HomeMy WebLinkAboutB07-0096 Subsoil StudyC-7--d0 g(
HcInvorth-PalvIn' GcorLchnic:al, lac..
5020 County ltnad 154
Gtentvwd Springs, Colorado 81601
Phone; 470-945-7988
HEPWORTH-PAWLAK GEOTECHNICAL Fax 970-945.8454
email: hpgeo0hpgcorech.com
SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED WILLOWS AT VAIL LODGE
LOT 8, BLOCK 6, VAIL VILLAGE F RST FILING
74 WILLOW ROAD
VAIL, COLORADO
JOB NO. 106 0905
NOVEMBER 20, 2006
PREPARED FOR:
TRIUNOPH DEVELOPMENT, LLC
ATTN: STEVE VIROSTEK
8120 WOODMONT AVENUE, SUITE 880
BETRESDA, MARYLAND 20814
Patker 303-841.7119 a Colorado) Sprivgs 719-633-5562 a Siluerthome 970.468-1989
TABLE OF CONTENTS
PURPOSE AND SCOPE OF S i UDY
. I -
PROPOSED CONSTRUCT:ON
I -
FIELD EXPLORATION.. 2-
SUBSURFACE CONDITIONS
- 3-
FOUNDATION BEARING CONDITIONS
- 4-
DESIGN RECOMMENDATIONS
- 4-
FOUNDATIONS
4-
FOUNDATION AND RETAINING WALLS
. 5 -
FLOOR SLABS
- 7 -
UNDERDRAIIN SYSTEM...........
. 7-
SITE GRADING
- 8 -
SURFACE DRAINAGE........
- 8 -
LIMITATIONS
- 9-
FIGURE I - LOCATION OF EXPLORATORY BORINGS
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURE 4 - SWELL-CONSOLIDATION TEST RESULTS
FIGURES 5 - 7 - GRADATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
PIJRPnSF ANT) SCOPE OF STUDY
This report presents the results ofa subsoil study for the proposed Willows at Vail Lodge
to be located on Lot 8, Block 6; Vail Village First Filing, 74 Willow Road; Vail,
Colorado. The project site is shown on Figure I . The purpose of the study was to
develop recommendations for the foundation design. The study was conducted in
accordance with our proposal for geotechnical engineering services to Triumph
Development, LLC dated October 5, 2006.
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 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 existing lodge and underground park=ing structure will be removed and the new
Willows at Vail Lodge constructed on the site- The locations of the existi=ng and proposed
lodges are shown on Figure 1 _ The proposed building will be a 4 story steel'frame
structure over one level of below grade parking. The below grade parking will be cast-in-
place concrete construction with slab-on-grade ground floor. Preliminary plans indicate
the main floor of the lodge will be at elevation 8156.5 feet and the floor of the below
grade parking (garage) will be at about elevation 8146.5 feet. We assume moderate to
moderately heavy foundation loads on the order of 10 to 12 Dips per lineal foot for walls
and 50 to 250 kips for isolated columns. Excavation for the building will require cut
depths of about 10 to 14 feet.
Rib No. 106 0905
-2
When building location, grading and loading information have been better defined; we
should be notified to re-evaluate the recommendations presented in this report and
perform additional analyses as needed.
SITE CONDITIONS
The existing building is a 3 story structure over one level of below grade parking- We
asstune the building, which was probably built in the mid to late 1970's, is founded on
spread footings. We understand the building is in good condition from a foundation
view-point with no signs of excessive settlement and building distress reported.
The terrain in the area is relatively flat with a strong slope down to the northwest. The
site has been graded for construction of the existing building including bacl..-fill placed
around the structure. Elevation difference across the site is about 10 feet ranging from
about elevation 8162 to $152 feet. Vegetation consists of landscape grass and trees.
Gore Creek is located about 300 feet northwest of the site.
FIELD EXPLORATION
The field exploration for the project was conducted on November 9 and 10, 2006. Four
exploratory borings were drilled at the locations shown on Figure I to evaluate the
subsurface conditions. The borings were advanced with 4 inch diameter continuous fight
augers powered by a truck-mounted CME45B drill rig. The borings were logged by a
representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with a I % 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 afthe
relative density or consistency of the subsoils. Depths at which the samples were taken
Job No. 106 0905 G1
3..
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.
Slotted PVC pipe was installed in the borings to allow monitoring of the groundwater
levels. Depths that PVC pipe was installed in the borings are shown on the boring .logs,
Figure 2.
SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2.
The subsoils encountered, below about 4 to 8'/ feet of fill and topsoil, cGmisted of
medium dense to dense, slightly silty to silty sand and gravel with cobbles and boulders
that extended to the maximum depth drilled of 20 feet. Drilling in the natural coarse
granular soils with auger equipment was difficult due to the cobbles and boulders and
drilling refusal was encountered in the deposit.. The fill consisted of loose, clayey silty
sand and gravei with cobbles. Boring 4 was drilled in an existing pavement area and
encountered asphalt and base course over the fill.
Laboratory testing performed on samples obtained from tim borings included natural
moisture content and density, & adation analyses and Atterberg limits. Results of swell-
consolidation testing performed on a relatively undisturbed drive sample of the topsoil,
presented on Figure 4, indicate moderate compressibility under conditions of loading and
wetting. Results of gradation analyses perforated on small diameter drive samples (minus
1 %a inch fraction) of the fill and natural granular subsoils are shown on Figures 5 through
7. The laboratory testing is summarized in Table 1.
Free water was encountered in the borings at the time of drilling and when checked I or
more days following drilling at depths from about 9 to 13'/ feet. The subsoils were
typically moist to very moist, becoming wet near and below the free water level.
Job No. 106 0905 GeMech
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FOUNDATION BEARING CONDITIONS
The natural sand and gravel soils possess moderate bearing capacity and relatively low
settlement potential. Spread footings bearing on these soils appear feasible for foundation
support of the building. Dewatering of the building excavation to below the footing
bearing level will probably be required in some areas, especially during spring runoff.
Driven steel H-piles may be a feasible foundation alternative to spread footings. The
piles should be protected from damage by a manufactured reinforced driving shoe- Piles
driven to refusal should develop their stnictural capacity. Provided below are
recommendations for spread footings. If recommendations for driven piles are desired,
we should be contacted.
DESIGN RECOAMMNDATI<ONS
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.
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 4,000 Based on
experience, we expect settlement of footings designed and constructed as
discussed in this section will be up to about I inch and essentially occur
during construction.
2) The footings should have a minimum width of 18 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-
.fob No. 106 0903 Gg&ec'1
-5-
Placement of foundations at least 48 inches below exterior grade is
typically used in this area.
4) Continuous foundation wails should be well reinforced top and bottom to
span local anomalies such as by assuming an unsupported length of at least
12 feet. Foundation walls acting as retaining structures should also be
designed to resist lateral earth pressures as discussed in the "Foundation
and Retaining Walls" section of this report.
5) All existing fill, debris, topsoil and any loose or disturbed soils should be
removed and the footing bearing level extended down to the undisturbed
natural sand and gravel soils. Dewatering and localized stabilization of
wet subgrade soils may be needed. The dewatering can probably be done
by trenches placed outside the footing areas and sloped to gravity outlet or
a sump where the water can be pumped. After the dewatering,
subexcavation of soft soils and replacement with coarse gravel soils may
be needed.
6) Boulders could be encountered in the excavation. Boulders or large
cobbles encountered near foundation bearing elevation should be carefully
removed to prevent disturbance of the bearing soils. Voids below
foundation bearing level from boulder removal should be backfilled with
lean concrete or compacted gravel soils.
7) A representative of the geoteclmical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions,
FOUNDATION AND RETAINING WALLS
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 at least 54 pcf
for backfill consisting of the on-site granular soils. Cantilevered retaining structures
which are separate from the building and 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 at least 45 pcf for
Jab No. 106 0905
- 6
backfill consisting of the on-site granular soils. The wall backfill should not contain
debris, topsoil or oversized rocks.
All foundation and retaining structures should be designed for appropriate hydrostatic and
surcharge pressures such as adjacent footings, traffic, construoiiun materials and
equipment, and snow storage. The pressures recommended above assume drained
conditions behind the walls and a horizontal backfll surface. The buildup of water
behind a wall or an upward sloping backfill surface will increase the lateral pressure
imposed an a foundation wall or retaining structure. An underdrain should be provided to
prevent hydrostatic pressure buildup behind walls.
Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum
standard Proctor density at a moisture content near optimum. Backfill in pavement and
walkway areas should be compacted to at least 95% of the maximum standard Proctor
density. Care should be taken not to over compact the backfill or use large equipment
near the wall, since this could cause excessive lateral pressure on the wall. Some
settlement of deep foundation wall backfill should be expected, even if the material is
placed correctly, and could result in distress to facilities constructed on the backfill- Use
of a select granular material and increasing compaction to 100% standard Proctor density
should help to mitigate the settlement potential.
The lateral resistance of foundation or retaining wall footings wilI 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 bottoms of the footings can be
calculated based on a coefficient of friction of 0.50. Passive pressure of compacted
backfill against the sides of the footings can be calculated using an equivalent fluid unit
weight of 400 pcf for moist condition and 250 pef for submerged condition. 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.
Fill placed against the sides of the footings to resist lateral loads should be a granular
lab No. 106 0905
-7-
material compacted to at least 95% of the maximum standard Proctor density at a
moisture content near optimum.
FLOOR SLABS
The natural on-site granular 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 shrinltage 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 6 inch layer of free-draining gravel should be placed beneath
basement level slabs to facilitate drainage. The underslab gravel should connect to the
perimeter drain with interior lateral drains. The underslab gravel 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 debris, topsoil and oversized rocks.
UNDERDRAIN SYSTEM
Free water was encountered in our borings near assumed building excavation depths and
it has been our experience in the area that the groundwater level can rise during seasonal
runoff- Temporary dcwatcring of the building excavation and permanent lowering of the
groundwater level by an underdrain system around and below the building will probably
be needed- Trenches placed outside the footing areas and sloped to sumps where the
water can be pumped should be feasible for shallow draw-down. It may be desirable to
incorporate the construction dewatering with the permanent dewatering system discussed
below.
Job No. 106 0905 GV&bach
-a
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 drains should
be placed at each level of excavation and at least 111/2 feet below lowest adjacent finish
grade and sloped at a minimum 1 % to a suitable gravity outlet above the flood level of
Gore Creel: or a sump and pump system. As part of the underdrain system, interior lateral
drains on about 25 to 35 feet spacing below the basement slab should also be provided.
Free-draining granular material used in the underdrain system should contain less than
2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a
maximum size of 2 inches. The drain gravel backfill should be at least 3 feet deep and
extend to above any seepage in the excavation cut face. We should review the underdrain
design drawing prior to construction.
SITE GRADING
Unretained cuts up to about 10 to 14 feet deep should be feasible provided the cuts are
sloped back to a stable grade, and groundwater seepage is not encountered. There is a
risk of construction-induced ::dope instability for the deeper cuts, especially where
groundwater seepage is encountered. For preliminary grading design, temporary cut
slopes of 1'1/2 (horizontal) to 1 (vertical) can be assumed. Flatter slopes may be needed in
areas where seepage is encountered, For areas where the slopes cannot be laid back to a
stable grade, temporary shoring of the cut slopes such as by soil nailing or should be
done. The shoring should be designed and installed by an engineer/contractor with
experience in the area. We should review the grading and shoring plan prior to
construction..
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all tirnes after the building has 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
Job No_ 106 0905 Gggoech
pavement and slab areas and to at least 90% of the maximtun 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 the first 10 feet in unpaved
areas and a minimum slope of 2'r-, inches in the first 10 feet in paved areas.
Free-draining wall baclfill should be capped with at least 2 feet of the on-
site finer graded soils to reduce surface water infiltration.
4) Roof downspouts and drains should discharge well beyond the knits of all
backfill.
LDUTATfONS
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 an 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
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
Jvb Na 106 0905 G95tL-Ch
- S V
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 represcntativc of the geotechnical
engineer.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
David A. Young, P.E.
Reviewed by:
Steven L. Pawlak, P.E_
DAYlvad
cc: Alpine Engineering - Attn: Jason Cowles
R_ A. Nelson and Associates-Attn: Tim Carpenter
Job No. 106 0903
APPROXZK47E SCALE
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1060905 1 C~"13BCCl I LOCATION OF EXPLORATORY BORINGS I FIGURE 1
BORING 1 BORING 2 BORING 3 BORING 4
ELEV.= 8155' ELEV.= 815T ELEV.= 8159.5' ELEV.T 8153'
L
816D
PROPd5ED
MAIN FLOOR
LEVEL = 8166.5
R 1.ri!5
8150
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0 8145
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8140
8135
8130
7112
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20/12
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i-lip,1=113
114
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Note: EVIanemon of symbols is shown on Figure 3.
106 0906~CP LOGS OF EXPLORATORY BORINGS FIGURE 2
H6PWOR7 F+PAWEAK GEOlEGHNICAL
LEGEND;
® ASPHALT PAVEMENT; consisting of 4 inches of asphalt over 6 inches of road base. Encountered in Baring 4 only.
® FILL; manplaced, clayey silty sand and gravel with cobbles, possible boulders, loose, moist to very moist, dark
brown.
® TOPSOIL; organic, very sandy silt and clay, with scattered gravel, stiff, very moist, dark brown.
SAND AND GRAVEL (SM-GM); with cobbles and boulders, slightly silty to silty, medium dense to dense, moist to
very moist, becoming wet near and below free water level, brown, rocks are primarily subrounded.
Relatively undisturbed drive sample; 2 inoh I.D. California liner sample.
Drive sample; standard penetration test (SPT),1 318 inch I.D. split spoon sample, ASTM D-1588.
7112 Drive sample blow count; indicates that 7 blows of 140 pound hammer failing 30 inches were required to drive the
California or SPT sampler 12 inches.
- & Cave depth following drilling.
,4 Groundwater level measured in the boring and number of days following drilling measurement was made.
T Practical drilling refusal.
2 indicates 1 -inch diameter slotted PVC pipe Installed in the boring.
NOTES:
1. Exploratory borings were drilled on November 9 and 10, 2006 with 44nch 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 obtained by interpolation between contours shown on the site plan provided.
4. The 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 logs represent the approximate boundaries between
material types and transitions may be gradual.
6. Water level readings shown on the logs were made at the time and under the conditions Indicated. Fluctuations in
water level may occur with time.
7. LaboratoryTesting Results:
WC = Water Content
DD = Dry Density (pcf )
+4 = Percent retained on the No. 4 sieve
-200 = Percent passing No. 200 sieve
LL = Liquid Limit ( % }
PI = Plasticity Index (9a )
NP = Nonplastic
106 0905 + G+eH teCh
LEGEND AND NOTES I FIGURE 3
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1060905
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HEPWrJRTH PAW[AK C~EOTECHhIFCAL
SWELL-OONSOLJDATION TEST RESULTS
FIGURE 4
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HYDROMETER AN&Y&S SIEVE ANALYSIS
TALE READNGS US. STANDARD SERE5 CLEAR SDl1ARE OPENINGS
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Liquid Limit % Plasticity Index %
Sample of. Slightly Silty Sand and Gravel From: Boring 1 at 15 Feet
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DIAMETER OF PARTICLES IN MILLIMETERS
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Sand 48 %
From: Boring 2 at 11 Feet
Slit and Clay 18
Plasticity Index
%
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1060905 1 HP h I GRADATION TEST RESULTS I FIGURE 5
I1YpflplyElER lVJThL SIEVE AMALYW
TN1E RMADIWM U.S. SrANCIARQSERIES CLEAR SWARE OPERMGS
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DIAMETER OF PARTICLES IN MILLIMETERS
SAM MA~
ClAYTO SILT
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FB~e nnTnuld C FFE OOVffiE
Gravel 39 % Sand 41 % Silt and Clay 20 %
Liquid Limit 32 96 Piastlclty lndex 10 %
Sample of: Clayey Silty Sand and Gravel (fill) From: Baring 3 at 2 and 5 Feet, Combined
HYDROMETEA YSIS SEYEANALYS6
71ME READIN616 US. STANDARD SHIES CLEAR SOUAREOPWNGS
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DIAMETER OF PARTICLES IN MILLIM~AS
awe orav>1
CLAY TO SILT cow
ME MIpUM ra maE OWitSE
Gravel 35 % Sand 53 % Silt and Clay 12 %
liquid Limit % Plasticity Index %
Sample of: Silty Sand and Gravel From: Boring 4 at 5 Feet
1060905
tedh
GRADATION TEST RESULTS
FIGURE 6
'ECHNICAL.
HEpWORTF{-AAWLAH:
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HYGROMETER AWLYSIB
TIME1900NM
24M 1HR
45M:p. 15" MOMK 10AOE 4 WI. I MK /200 10107
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D"EfER OF PARTICLES IN MILUMErEHS
sum
CLAY TO sir
FM ME~O1M cnnaSE
Gravel 4 % Sand 58 %
Liquid Limit %
Sample of: Silty Sand with Gravel From: Boring 4 at 15 Feet
95 725 190 315 7"
sru~
- coatSE
Sift and Giay
Plasticity Index
o
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cooeu~
38 %
NP %
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