HomeMy WebLinkAboutSubsoils Report For Foundation DesignKumar & Associates, Inc.9
'( Geotechnical and Materials Engineers 5020 County Road 154
and Environmental Scientists Glenwood Springs, CO 81601
phone: (970) 945-7988
—� fax: (970) 945-8454
�-� email: kaglenwood@kumanisa.com
An Employee Owned Compclny www.kumarusa.com
Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado
August 20, 2019
MMME-WG, LLC
Attn: Mark Gould
P.O. Box 130
Glenwood Springs, CO 81602
{mark c—p.90uldconstniction.com)
Project No. 19-7-437
Subject: Subsoil Study, Proposed Commercial Development, Highway 6, West of Ami's
Acres, Garfield County, Colorado
Gentlemen:
As requested, Kumar & Associates, Inc. performed a subsoil study at the subject site. The study
was conducted in accordance with our agreement for geotechnical engineering services to
MMME-WG, LLC dated July 15, 2019.
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 are presented in this report.
Site Conditions: The subject site was mostly vacant at the time of our field exploration. A
modular house is in the west part of the property and a small shed is in the east part north of the
former driving range. The topography is undulating alluvial fan deposits. The terrain is
moderately to strongly sloping down to the south. A large drainage channel is to the east of the
house and other smaller channels cross the central area of the property. A rainstorm caused a
debris flood/flow in these channels at the time of our field exploration on July 26, 2019.
Siltstone/sandstone bedrock is visible in outcrops on the north valley side above the property.
Vegetation consists of grass, weeds and brush with scattered gamble oak and juniper.
Field Exploration: The field exploration for the project was conducted on July 26 and 29, 2019.
Three exploratory borings were drilled at the locations shown on Figure 1 to evaluate the
subsurface conditions. 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
Kumar & Associates, Inc.
-2-
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 testis 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 a minor topsoil depth overlying medium dense, silty
sand and gravel with cobbles and probable scattered boulders to the maximum explored depth of
26 feet. Boring 3 encountered more rocky soil below a depth of about 14 feet.
Laboratory testing performed on samples obtained from the borings included natural moisture
content and density and gradation analyses. Results of swell -consolidation testing performed on
a relatively undisturbed drive sample of the finer soil, presented on Figure 4, indicate low to
moderate compressibility under conditions of loading and wetting. Results of gradation analyses
performed on small diameter drive samples (minus 11/Z-inch fraction) of the sand and gravel soils
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.
If you have any questions or if we can be of further assistance, please let us know.
Respectfully Submitted,
Kumar & Associates, Inc.
Steven L. Pawlak, P.E.
SLP/ljf
Attachments" 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
Kumar & Associates, Inc. 0 Project No.19-7-437
150 0 150 300
APPROXIMATE SCALE -FEET
19-7-437 Kumar & Associates
LOCATION OF EXPLORATORY BORINGS I Fig. 1
BORING
1
BORING
2
BORING
3
O
W07
0
13/12
WC=3.4
18�12
22/12
DD=98
'
'
-200=49
5
18/12
14/12
12/12
5
VYC=1O'7
YYC=7.5
YYC=3.9
DD=110
DD=111
DD=94
-200=39
-200=42
10
10/12
8/12
22/12
10-
YYC=5.3
DD=10g
-20O=27
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15
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VYC=3.8
VYC=4.0
VYC=4.5
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-200=39
+4=19
DD=83
^�
-200=44
-200=38
20
25/12
23/12
25/6`50/1
20
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WC=J.8
+4=3O
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-2O0=25
25
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19-7-437 TKumar & Associate LOGS OF EXPLORATORY BORINGS ig. 2
ST
LEGEND
MTOPSOIL; ORGANIC SANDY SILT, CLAYEY, WITH COBBLES, FIRM, DARK BROWN.
770
SAND AND GRAVEL (SM—GM); SILTY TO VERY SILTY, COBBLES, PROBABLE BOULDERS, MEDIUM
14. Jr. DENSE, SLIGHTLY MOIST TO MOIST, RED.
GRAVEL AND COBBLES (GM); SILTY, SANDY, PROBABLE BOULDERS, MEDIUM DENSE, SLIGHTLY
MOIST, RED.
DRIVE SAMPLE, 2—INCH I.D. CALIFORNIA LINER SAMPLE.
DRIVE SAMPLE, 1 3/8—INCH I.D. SPLIT SPOON STANDARD PENETRATION TEST.
18/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 18 BLOWS OF A 140—POUND HAMMER
FALLING 30 INCHES WERE REQUIRED TO DRIVE THE SAMPLER 12 INCHES.
NOTES
1. THE EXPLORATORY BORINGS WERE DRILLED ON JULY 26 AND 29, 2019 WITH A
4—INCH—DIAMETER CONTINUOUS —FLIGHT POWER AUGER.
2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY PACING
FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED.
3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE NOT DETERMINED AND THE BORING
LOGS ARE DRAWN TO DEPTH.
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 THE TRANSITIONS MAY BE GRADUAL.
6. GROUNDWATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING.
7. LABORATORY TEST RESULTS:
WC = WATER CONTENT (%) (ASTM D2216);
DD = DRY DENSITY (pcf) (ASTM D2216);
+4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D6913);
—200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D1140).
19-7-437 1 Kumar & Associates I LEGEND AND NOTES I Fig. 3
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19-7-437
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SWELL —CONSOLIDATION TEST RESULTS Fig. 4
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SAMPLE
FROM:
WC
=
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10.7
OF: Silty Sand with Gravel
1 ®5'
%, DO = 110 pcf
I I!
ADDITIONAL COMPRESSION
UNDER CONSTANT PRESSURE
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DUE TO WETTING
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C¢neoBdatlon te¢lina
att¢rdenCn wilh ASTN
perfortn¢d in
D-454B.
HYDROMETER ANALYSIS
SIEVE ANALYSIS
TIME READINGS
V.S. STANDARD SERIES
CLEAR SQUARE OPENINGS
100
24 HRS 7 HAS
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.002 DO5 .009 .019 .037 .075 .15a .300 I .600 1.16 12.36 4.75 9.5 19 36.1 76.2 127 200
.D01
.425 2.0 152
DIAMETER OF PARTICLES IN MILLIMETERS
SAND GRAVEL
CLAY TO SILT
COBBLES
FINE MEDIUM COARSE FINE COARSE
GRAVEL 19 % SAND 37 % SILT AND CLAY 44 %
LIQUID LIMIT PLASTICITY INDEX
SAMPLE OF: Very Silty Sand with Gravel FROM: Boring 2 ® 15'
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS
U.S. STANDARD SERIES
CLEAR SQUARE OPENINGS
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DI ME ER OF PARTICLES IN MILUMETERS
I SAND GRAVEL
CLAY TO SILT COBBLES
FINE I MEDIUM j OARSEI FINE I COARSE
GRAVEL 38 % SAND 36 % SILT AND CLAY 26 %
LIQUID LIMIT PLASTICITY INDEX
These test results apply only to the
samlesTho
SAMPLE OF: Silty Sand and Gravel FROM: Boring 2 ® 20' testing reporth:hall notwarashe reproduced,
oxs:ept In Tull, wlfhoul the wri len
approval a1 Kumar & A55ociate5, Inc.
Sleve onolysts lesling Is pnrremled In
occardanc6 with ASN D6913, ASTM D7928,
ASTM C136 and/or ASTM D1140.
19-7-437 Kumar & Associates
GRADATION TEST RESULTS
Fig, 5
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