HomeMy WebLinkAboutSoils Report 05.22.2018Geotechnical Engineering I Engineering Geology
Materials Testing I Environmental
5020 County Road 154
Glenwood Springs, CO 81601
Phone: (970) 945-7988
Fax: (970) 945-8454
Email: hpkgleriwood@kumarusa.com
Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, Summit County, Colorado
SUBSOIL STUDY
'FOR FOUNDATION DESIGN
PROPOSED RESIDENCE
LOT 34, FIRST EAGLES POINT
49 TALON TRACE
BATTLEMENT MESA
GARFIELD COUNTY, COLORADO
PROJECT NO„ 18-7-245
NlAY 22, 2018
PREPARED FOR:
ESAU AND SAM RUIZ
924 RANDOLPH AVENUE
RIFLE, COLORADO 81650
(gpconstructionincOlive.com)
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'Thin report presents tl
PURP()S << AND 8 XWE OF ST11 "
salts of a subsoil study for a proposed reside r.c c to be .located at Lot
34, First Eagles Point, 49 Talon Trace,, Battlement Mesa, Garfield County, Colorado. The
project site: rs 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 I:: sau and Sam Ruiz dated April 3, 2018.
An exploratory boring was drilled to obtain
ion on the subsurface conditions. Samples
of the subsoils obtained daring tlre; field exploration were tested in
their classification, coinpressor swell and other engineering
the field exploration and laboraralyred to develop recomwendaations for
foundation types, depths and aallrswahle pressures for the proposed buildin foundation. This
re -port summarizes the data obtained ch.rrirla this study and presents our conclusions, design
aboratory to determine
rct.eristiics. The results of
recommendations and other l;rx:rtechnical engineering considerations based on the proposed
construction and the subsurface conditions encountered.
The proposed residerilcc
attached garage. Garay;
PROPOSED (
)e a one story Mild ]rarne structure above a Crawlspace w
lab -on -grade. Grading for the structure is assumed t0 be
relatively minor with cut depths between about 3 to 4 feet. We assume relatively light
foundation loadings, typical of the proposed type of construction,
ff building IoadinMs,, 1
we should be notified
11 C)I."!"actin
c1
fly from those described above,
evaluate the recommendations contained in this report.
ON ..)iiTlC.
The lot is vacant and vegetated u%
slight slope down to the north.
e ground surface with a
H-PIWMAR
Project No, 18-7-245
_2-
lei
The fie lc:l exploration for tine project was conducted on April 13, 2018. One exploratory boring
was drilled at die location shown on Figure I to evaluate the subsurface conditions. The boring
was advanced with 4 .inch diameter continuous flight augers powered by a truck -mounted C;ME-
45B drill rig, The boring was logged by a representative of II.-I'/Kumar.
Samples of the subsoils were taken with l % inch and 2 inch I,D. spoon sari .lalers. The samplers
were drivers into the subsoils at various depths with blows Crain 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 and hardness of the bedrock. Depths at which the samples were taken and the
penetration rest°
samples Were' re
cx values are shown on the Log of Exploratory Boring, 2. The
seed to our laboratory for review by the project engineer and testing.
NS
Graphic lof}:s of the subsurface cc;rnclitious encountered a,: the site are shown on .Fi gore 2. The
subsoils ccr-rr,sist of about f.-.
gravel and silt with cobbles overlying elaystone bedrock at 27 feet,
stiff sandy silt overlying 21 feet of relatively dense sandy
Laboratory testing performed on samples ohtaaiti d from the borings included natural moisture
content and gradation analyses. Results of's yell -consolidation testing performed on a relatively
undisturbed drive sample of sandy silt, presented on Figure 3, indicate low compressibility under
light loading and a low collapse potential (; ettleincnt under constant .load) when wetted, The
sample was moderately compressible under
d Loading after wetting. Results of gradation
analyses performed on small diameter drive samples (minus 11/z inch fraction) of the coarse
granular subsoils are shown on Figure 5. The laboratory testing is surriinarized .in Table I,
No free water was encour
moist.
ig at the taiga of drilling and the subsoils were slightly
H-P-vKUMAR
Project No. 18-7-245
DESIGN RFC INIENDATI NS
FOUNDATIONS
Considering the subsurface conditions encountered in the exploratory boring 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.
Footings placed on the undisturbed natural sandy silt soils should be designed for
an allowable bearing pressure of 1_
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 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. Placement
of foundations at least 36 inches below exterior grade is typically used in this
area.
4) Continuous foundation walls should be 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 a
lateral earth pressure corresponding to an equivalent fluid unit 1,veight of at least
50 pet'.
5) All existing fill, topsoil and any loose or disturbed soils should be removed and
the footing bearing level extended down to the relatively firm natural soils. The
exposed soils in footing areas should then be moistened and compacted.
A representative of the g,eotechnical engineer should observe all footing
excavations prior to concretc placement to evaluate bearing conditions,
0 psf.
H-P*KUMAR
Project No. 18-7-245
4
FLOOR SLABS
The natural on -site soils, exclusive of any topsoil or root zone; material 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 rno"‘-era ea"at. f lt;cir lal: control joints should be used to reduce damage
clue 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 slabs to act as a leveling course. This
material should crams
and less than 2%
,f minus 2 irreii saggreg£
the No. 200 sieve.
.vith at least 50% re tzaine t' ora the No. 4 sieve
All fill materials for support of floor slabs should be compacted te:a at: least 95% of
xim
standard Proctor density at a moisture content .near optimum, Required fill can consist il.f the on-
°anular soils dr vo
of vegetation, topsoil and oversized rock.
UNDER I RAIN SYS'
Altlrt:ata4�l"a free water was not encountered during our exploration i1 has been our experience in
the area that local perched groundwater can develop during times of heavy precipitation or
seasonal runoff, Frozen grow d during spring r°ui
recommend below -grade construction, such as re
areas, be protected from wetting and Iiydrostatic
off can also create a perched condition, We
witting walls, deep crawlspace and basement
i"essur°c; buildup by an underdrain system. The
proposed slab -on -grade garage and shallow erawlspacc (less thar°t 4 feet below exterior grade)
should not raced an underdrain, pruvir:led that good surface drainage is maintained around the
outside of the house.
If installed. the drains should consist of drainpipe placed in
:tons of the, wall back fill
surrounded above the invert level with free -drat r�i.ng granular" material. The drain should be
placed at each level of excavation and at least 1 too 1 below lowest adjacent finish grade and
sloped at a minimum l %, to a suitable gravity otat.lct car sump and pump, Free -draining gr°zantrl
H-P 4OJMAR
Project No, 18-7-245
ITiaterial used in the underdr:ain system should contain less than 2% passim r
less than 50% passing, the No. 4 sieve and have a maximum size of 2 inches.
backfill should l:)e at: least 11/2 feet deep,
SURFACE DRAINAGE
io. 200 sieve,
(train gravel
The following drainage precautions should be observed during construction and maintained at all
tii7ies after the residence has been (;oia'il:Ileted:
1) lnriudat:ion of the foundation excavations and Ilnc:lerslab areas should he avoided
(tarring construction,
2) l:sxteriior backfill should be adjusted to near ortirarrura moisture and compacted to
at least c.)5% of the maximum standard Proctor density in pavement and slab areas
and to at least 90% of the rn;axirnuun standard Proctor density in landscape areas,
3) The ground surface surrounding the exterior of the building should be sloped to
drain away from the {:oundation in all directions. We recommend a minimum
slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3
inches in the first 10 feet in paved areas. Free -draining, wall backfill (if any)
should be capped with about ' feet of the on -site soils to reduce surface water
infiltration,
Roof downspouts and clraxrris should discharge well beyond
h<ac;kfi.li.
Landscaping which requires regular heavy irrigation shouki lae located fat lea
Consideration Shou
(_
all
use of xeriscape to
reduce tcze potential for wetting of soils below the building caused by irrigation.
rs
This study has been conducted rn accordance with generally accepted geotechnical (ngineering
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 boring drilled at the location indicated on Figure 1, the proposed type of
H-P (UMAR
Project No. 18-7-245
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SAMPLE OF: Sandy Silt
FROtI: Boring 1 ® 5'
WC = 6.2 %, DU = 86 poi
ADDITIONAL COMPRESSION
- UNDER CONSTANT PRESSURE
DUE TO WETTING
1.0 APPLIED PRESSURE - ILSf 10
IOp
18-7-245
H-P KUMAR
CONSOLIDATION TEST RESULTS
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H-P--t-.KUMAR
TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
Project No. 18-7-245
SAMPLE LOCATION
NATURAL
MOISTURE
CONTENT
(%5
NATURA
L DRY
DENSITY
I Ape)
RADATION
PERCENT
PASSING
NO. 200
SIEVE
A ERBERG ITS
UNCONFINED
COMPRESSIVE
STRENGTH
(pst
SOIL TYPE
BORING
DEPTH
I (ft)
GRAVEL SAND
(%) I (%)
LIQUID
LIMIT
CM
PLASTIC
INDEX
(%)
1 , V:
10.6 78
i
Sandy Silt
5
62
86
I
Sandy Silt
10
17
117
31
Silty Gravelly Sand
15 & 20
combined
9.5
8
LP.
50
Slightly Gravelly Sandy Silt
Matrix_
—
..