HomeMy WebLinkAboutSubsoil Study for Foundation Design 08.20.2019I( A Kumar & Associates, Inc."' +. Geotechnical and Materials Engineers
and Environmental Scientists
An Employee Owned Company
5020 County Road 154
Glenwood Springs, CO 81601
phone: (970) 945-7988
fax: (970) 945-8454
email: kaglenwood@kumarusa.com
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
(ma rk @gouldc on st ruc tion.com)
RECEIVED
~AR ;?. 8 )022
GARFIELD COUNTY
COMM UNITY DEVELOPMENT
Subject:
Project No.19-7-437
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 1¾ 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 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 ofloading and wetting. Results of gradation analyses
performed on small diameter drive samples (minus 1 ½-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,
Kumu & Associates, Inc.
sl!L:i~~~
Steven L. Pawlak, P.E. K°'"'l_ t 5 122. .... ~\
. 'ii lir.~~t-1/11 J/ /t
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Attachments" Figure 1 -Lo~~Of · ;x l· oratory Borings
Figure 2 -Logs of Exploratory Borings
Figure 3 -Legend and Notes
Kumar & Associates, Inc. 61
Figure 4-Swell-Consolidation Test Results
Figure 5 -Gradation Test Results
Table -1 --Summary of_Laboratory-TestResults
Project No. 19•7•437
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--150 0 150 300
APPROXIMATE SCALE-FEET S'i' ,::: ~f a--------------------------------------------------1 ~;. a i~L-------JL------------------------------------...L----....1
19-7-437 Kumar & Associates LOCATION OF EXPLORATORY BORINGS Fig. 1
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0
0
5
10
15
20
25
30
BORING 1
EL. 104'
18/12
18/12
10/12
50/5
25/12
50/3
BORING 2
EL. 110'
22/12
14/12
8/12
17/12
23/12
30/12
BORING 3
EL. 93'
13/12
12/12
22/12
60/12
50/1
50/0
0
5
10
I-w w ....
15 I
:::t
I-a.. w
0
20
25
30
.... 2;,t----------------------.----------------------------1
~1 19-7-437 Kumar & Associates LOGS OF EXPLORATORY BORINGS Fig. 2 h ..._ _____ ~ __________ .,__ __________________ _,.JL.,_, __ _
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LEGEND I TOPSOIL.
I ;
p DRIVE SAMPLE, 2-INCH 1.0. CALIFORNIA LINER SAMPLE.
~ DRIVE SAMPLE, 1 3/8-INCH 1.0. SPLIT SPOON STANDARD PENETRATION TEST.
1 a/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, 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 OBTAINED BY INTERPOLATION BETWEEN
CONTOURS 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 THE TRANSITIONS MAY BE GRADUAL.
6. GROUNDWATER LEVELS SHOWN ON THE LOGS WERE MEASURED AT THE TIME AND UNDER
CONDITIONS INDICATED. FLUCTUATIONS IN THE WATER LEVEL MAY OCCUR WITH TIME.
• GROUNDWATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING OR WHEN
CHECKED # DAYS LATER.
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).
2A ._--------.-----------..-----------------------,-------4
tl 19-7-437 I Kumar & Associates LEGEND AND NOTES I Fig. 3 }}.__ _____ _._ __________ --______________________ ____.
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SAMPLE OF: Silty Sand and Gravel with
Cobbles
1-----1---1---1---1--1--1--4---1-1--------1------1-----1-----1 FROM: Boring 1 @ 5'
.1
L....---
-,-.,__~-'1 <
These te.t re ■ult.a apply only ta 'the
aampln t.t.d. The tating r.port
aholl not bo reproduced, except In
full, without th• written opprcvol or
Kumar and Aaaociatea, Inc. Swell
ConaoHdatlon tfftlng performed In
accordance with A5TM D-45415.
WC= 10.7 %, DD= 110 pcf
ADDITIONAL COMPRESSION
UNDER CONSTANT PRESSURE
DUE TO WETTING
1.0 APPLIED PRESSURE -l<SF' 10 100
a~i---------.------------""T""---------------------...... ------1 jJ 19-7-437 I Kumar & Associates I SWELL-CONSOLIDATION TEST RESULTS I Fig. 4
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HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
• ,. . ••• '. 0
80 10
80 20
70 30
DO 40
50 so
..., 60
30 70
20 BO
10 90
~ol;o=, ==_:;aot:,;=:c:c_:;J005;::;i::ci_a:;Jo;:i•==.:;0([11;=:c_o;!;3;!;7:J::J::l_o~?i;:;ii .. tso .llOD 1 .ooo 1.1• 1 2 .31 4 ,75 6.3 11 ••·• 11.2 121 ~oo
I
z, HRS
100 45 "IN
80
BO
70
DO
OD
40
30
20
10
,42s ,.o , •• I
DIAMETER OF PARTICLES IN MILLIMETERS
CLAY TO SILT
SAND GRAVEL I ---------,-----------+----------
1
coBBLEs FINE MEDIUM !COARSE FINE COARSE
GRAVEL 19 % SAND 37 % SILT AND CLAY 44 %
LIQUID LIMIT PLASTICITY INDEX
SAMPLE OF: SIity Sand and Gravel with Cobbles FROM: Boring 2 0 15'
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME REA.DINOS U.S. sr.woAAo S[RiES CU/JI SOUAAE OPENIJIOS
~SH~"' .... ··~· ...... ,... ..u IJN 11,HN ., "" .A!JO il-4D • 0 • I •10 ft.
to
20
30 .... -~--.-"~:_ ... +---_-_-_-_➔ .. ---_-_-_-_+,_-_-_-_-_-..r ... ---_-_+.,_--<..:-_ ........
...,
50
80
70
80
90
o 1===:;t:::::r=i.=t:::r::o::t:r::-::-::-::-:;tir-'::-::-:r:::;-':!;•.--.-,-,p□::!./l·rnt;;JJc·::t;;=i·,=:;J_::;:·:i,.!=]:h•:;j:;-µn;:t;::=::t::;t:;:;c:r;:~CII)l!===:J~=::i~lr::rr□:;rJJt;;JJc::;J:;I:::;! 100
.COi .CO2 ,005 ,Oct ,019 ,037 ,07! .i&O .JOO I .100 1.18 I 2..ltl .ill .7!, 9 .5 11 39.1 71-.2 127 :.IOD
I DIAMETER OF PARiicLES IN MILuthERs to:l I
CLAY TO SILT
SAND GRAVEL I i-----------------+--------------<
1
COBBLES
FINE MEDIUM !COARSE FINE l COARSE
GRAVEL 38 % SAND
LIQUID LIMIT
SAMPLE OF: SIity Sand and Gravel with
Cobbles
36 %
PLASTICITY INDEX
FROM: Boring 2 0 20'
SILT AND CLAY 26 %
These tHt result• apply only to tho
aamp1H which went tested. Th•
~~~•~~, r:~u11, •:fl~o~ft t:: !~flr::uced,
approval of Kumar &: Associates, Inc.
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11{1~~:lM 1i1s2e.
--ASTM _C136 _and/or-ASnLDl 1,40._ 2i -----------------------------.....---------------------------..... -----~
if 19-7-437 Kumar&Associates GRADATION TEST RESULTS Fig. 5 1: ..... _______ ......, ________________________________________________ .._ _____ _
I{ A Kumar & Associates , Inc." + Geo~ch_nica l and Mate rials Engineers
and 1::nv1ronmenta l Scient ists
::::::::: ;:, ~
SAMPLE LOCATION
BORING DEPTH
(fl)
1 5
10
15
2 5
15
20
3 2½
5
15
NATURAL NATURAL
MOISTURE DRY
CONTENT DENSITY
(%) Cecil
10.7 110
5.3 109
3.8
7.5 111
4.0
3.6
3.4 98
3.9 94
4.5 93
TABLE 1
SUMMARY OF LABORATORY TEST RES UL TS
ro1ec 0 . . P . t N 19 7-437
GRADATION ATTERBERG LIMITS UNCONFINED
GRAVEL SAND PERCENT PLASTIC COMPRESSIVE
PASSING NO. LIQUID LIMIT INDEX STRENGTH SOIL TYPE
(%) (%) 200 SIEVE
(%) C¾l (osfl
Silty Sand with Gravel
27 Silty Sand with Gravel
39 Silty Sand and Gravel
39 Silty Sand with Gravel
19 37 44 Very Silty Sand with
Gravel
38 36 26 Silty Sand and Gravel
49 Very Silty Sand with
Gravel
42 Very Silty Sandy Gravel
38 Silty Sand with Gravel