HomeMy WebLinkAboutGeotechnical Investigation 09.26.18l{uddlesrøn**e*p
Ë*gìar*erixg & Y **t"ixg, l*Lt
640 White Avenue
Grand Junction, Colorado 81501
Phone: 970-255-8005
Fax: 970-255-68 I I
In fo@huddlestonberry. com
September 26,2018
Project# 01842-0001
Shane Wade
PO Box 425
Silt, Colorado 91652
Subject
RECE,VET
*d#,i-h,#ii*
Geotechnical Investigation
46HighPoint Drive
Glenwood Springs, Colorado
Dear Mr. Wade,
This letter presents.the
-results
of a geoteclurical investigation conducted by Huddleston-BerryEngineering & Testing, LLC (HBEtl +øHigh point DrivË m cr"r*""i-Jpiingr, colorado. Thesite location is shown on Figure 1. The proposed construction is anticipated to consist of a singlefamily residence. The scope of our invèstþation included evaluating'the subsurface conditionsat the site to aid in developing foundation reãommendations for the pıposed construction.
Site Conditions
At the time of the investigation, the site was open with a slight slope down to the west.vegetation consisted primarily of grasses and weeds with scattered brush. The site was bordereclt0 the north, south, and east by avacant lots, and to the west by High point Drive.
Subsurface Investisation
The subsurface investigation included two test pits as shown on Figure 2 - Site plan. ,l.est pitsTP-l and TP-2 were excavated to depths of 8.0 and 6.0 feet below the existing ground surface,respectively. Typed test pit logs are included in Appendix A.
As indicated on the logs, the subsurface conditions at the site were fairly consistent. The test pitsencountered 1'0 foot of topsoil above recl, moist, medium stiff to sðft sandy silt soils to thebottoms of the excavations. However, :rr_TP-2, cobbles and boulders were observed in the siltsoils' Groundwater was not encountered in the subsurface at the time of the investigation.
Laboratorv Testine
Laboratory testing was conducted on samples of the native soils encountered in the test pits. Thet-esting. included grain size analysis, Atterberg lirnits tletermination, natural moisture contcntdetermination, water soluble sulfates content determination, and maximum dry de'sity an¿optimum moisture content (Proctor) determination. The laboratory testing råsults are included inAppendix B.
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Site Location
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APPENDIX A
Typed Test Pit Logs
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Huddleston-tserry Engineering & Testing, LLC
640 White Avenue, Unit B
Crrand Junction, CO 81501
970-255-8005
970-255-68 I 8
PROJECT NAME 46 Hiqh Point Drive
PROJECT LOCATIONPROJECT NUMBER
CLIENT Shane Wade
TEST PIT NUMBER'IP-2
PAGE 1 OF,1
COMPLETED 8122118
EXCAVATION GONTRACTOR Client
CHECKED BY MAB
DATE STARTED 8t22t1A
LOGGED BY SD
EXCAVATION METHOD Trackh/Backhoe
AT END OF EXCAVATION dry
NOTES
GROUND ELEVATION TEST PIT SIZE
GROUNDWATER LEVELS:
AT TIME OF EXCAVATION dry
AFTER EXCAVATION ---
ATTERBERG
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APPENDTX B
Laboratory Testing Results
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Huddleston-Berry Engineering & Testing, LLC
640 White Avenue. Unit B
Grand Junction, CO 81501
970-255-8005
970-25 5-68 I 8
GRAIN SIZE DISTRIBUTION
CLIENT Shane Wade PROJECT NAME 46 Hioh Point Drive
PROJECT NUMBER OI842.OOO1 PROJECT LOCATION Glenwood Sprinqs, CO
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I
200
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COBBLES GRAVEL SAND SILT OR CLAYcoarsefinecoarsemed¡um fine
Specimen ldentification Classification LL PL PI Cc Cu
a TP-í, GBl gt2Ûtg SANDY SILT(ML)32 25 7
Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %sitt %Clav
o TP-1, GBI gt201g 9.5 0.087 o.4 42.7 56.9
Huddleston-Berry Engineering & Testing, LLC
640 White Avenue, Unit B
Grand Junction, CO 81501
970-255-8005
970-255-6818
ATTERBERG LIMITS' RESULTS
CLIENT Shane Wade PROJECT NAME 46 Hiqh Point Drive
PROJECT NUMBER 01842-OOOI PROJECT LOCATION Glenwood Sprinqs. CO
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Specimen ldentification LL PL PI #200 Classification
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MOISTU RE.DENSITY RELATIONSI-II P
PROJECT NAME 46 Hiqh Point Drive
PROJECT LOCATION Glenwood Sprinqs. COPROJECT NUMBER 01 842-0001
CLIENT Shane Wade
Junotion, CO 81501
Hudtllestol-Bcrry Engirreerirrg &'lbsting, LLC
ó40 White Avenue, Ilnit B
970-255-8005
970-25 5-68 r I
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Sample Date:
Sample No.:
Source of Material:
Description of Material
8t2A2018
18-0641
145 TP-1
SANDY SILT(ML)
Test Method ASTM D698A
140
135 TEST RESULTS
Maximum Dry Density 104.0 PCF
Optimum Water Content 23.5 olo
130
125
GRADATTON RESULTS (% PASS|NG)
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ATTERBERG LIMITS
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LL PL PI
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115
Curves of 100% Saturation
for Specific Gravity Equal to
110
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2.70
2.60
105
100
95
90
5 15
WATER CONTENT, %
0 '10 20 25 30