HomeMy WebLinkAboutSubsoil Study for Foundation Design 06.29.17H-PVKUMAR
Gleotsrünlcal Enghnãing I Englnee¡ing Geology
Matsrlale Tesli¡rg I Ervironmsntal
5020ComgRoad 154
Glenu,ood Spdngs, 0O 81601
Phor¡e: {970} 94S7988
Far (970) 94s8454
Email hpkglenwood@kurnarusa.c,om
Offce Locations: Parker, Glenwood Spdngs, and Silverhome, Colorado
June29,2Al7
Hayes Construction
Attn: Eric Lintjer
1002 Blake Avenue
Glenrvood Springs, Colorado 81601
ericlintier@ smail.com
RËCEIVED
APR 2 7 ïr/IE
GARFIELD COUNTY
COMIII U N ITY D EVELOPMEII T
Project No. 17-7488
Subject:Subsoil Study for Foundation Design, Proposed Red Barn Remodel,345 Mid
Valley Lane, Garfield County, Colorado
Dear Eric,
As requested, a reprcsentative of H-P/Kumar observed two pits at the subject site on June 19,
2Ol7 to evaluate the soils exposed for foundation support. The findings of our observations and
recommendations for the foundation design rire presented in this report. The services were
performed in accordance with our agreement for professional engineering services to Hayes
Construction, dated June 15, zOn.
The proposed construction is the remodel of the Red Bam. We understand the proposed remodel
will consist of a one to two story structure. Ground floor will be slnb-on-grade. Grading for the
structure is assumed to be relatively minor with cut depth of about 3 feet. We assume relatively
light foundalion loadings, typical of the proposed type of construction.
At the time of our visit to the site, two pits had been dug in the vicinity of the Red Barn. The
soils exposed in the pits consisted of sandy to very sandy silt rvith scatt€red gravel. Results of
swell-consolidation testing performed on a sample taken from Pit 2, shown on Figure l,
generally indicate the soils hove low compressibility under light loading and a low collapse
potential under condilions of loading and wetting. No free water wäs encountered in the pits and
the soils were moist.
Considering the conditions exposed in the pit excnvations and the nature of the proposed
construction, spread footings placed on the undisturbed natural soil designed fo¡ an allowable
Hayes Construction
June29,2Ql7
Page 2
soil bearing pressure of 1,500 psf can be for support of the proposed remodel footings. The soils
tend to compress when wetted and there could be posÞconstruction settlement of the foundation
if the bearing soils become wet. The settlement could be I to 2 inches depending on the depth
and extent of wetting. Footings should be a minimum width of l8 inches for continuous walls
and 2 feet for columns. Loose disturbed soils and any existing fill in footing areas should be
removed and the bearing level extended down to the undisturbed natural soils. The exposed soils
should then be compacted. Exterior footings should be provided with adeguate soil cover above
their bearing elevations for frost protection. Continuous foundation walls shoulcl be reinforced
top and bottom to span local anomalies such as by assuming an unsupported length of at least 14
feet. Foundation walls acting as retaining structures (if any) should also be designed to resisr a
lateral earth pressure based on an equivalent fluid unit wcight of at least 50 pcf for on-site soil as
backfill. A perimeter foundation drain should be provided ro prevent temporary buildup of
hydrostatíc pressure behind the retaining walls. Structural fill placed within floor slab areas can
consist of the on-site soils compacted to at least 957a of standard Proctor density at a moisture
content near optimum' Backfill placed around the structure should be compacted and the surfacc
graded to prevent ponding within at least l0 feet of the building. l:ndscape that requires regular
heavy irrigation, such as sod, and sprinkler heads should not be located within t0 feet of the
foundation.
This study has been conducted in accordance with generally accepted geotechnical engineering
principles and practices in this area at this time, We make no w¡¡rrilnty either express or imptied.
The conclusions and recommendations submitted in this report are based upon the data obtained
from the exploratory pits excavated in the vicinity of the Red Barn, 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 thp 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 identifìed at the exploratory pits 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 at
once so re-evaluation of the recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes. Vy'e are not
responsible for technical interprelations by others of our information. As rhe project evolves, we
H-P*¡¡¡¡¡y1¡¡¡Project No, 17-7-488
Hayes Construction
lune29,2Ol7
Pagc 3
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 changes may require additional analysis
or modifications to the recommendations presented hcrein. We recornmend on-site observation
of excavations and foundation bearing strata and testing of structural fill by a representåtive of
the geotechnical engineer.
If you have any questions or need further assistance, please call our office,
Sincerely,
H-PSKUMAR
7-rø' * L.
Robert L. Duran, E.I.
Reviewed by:
Steven L. Pawlak,
RLD/kac
Attachments: Figure I *Test Result
Table I * Surirmary of Laboratory Test Results
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17-7*488 H-PVKUMAR 5WELL-CONSOLIDATION TEST RESULT Fig. 1
H.PIKUMIARTABLE 1SUMMARY OF LABORATORY TEST RESULTSProject No. 17-7488SOILTYPEVery Sandy SiltSandy SiltUNCONFINEDCOMPRESSIVESTRENGTI{fPSRPråsTrclNoEl(r%tLIQUIDLiltilTf%tPERCENlPASSINGNO.20rSIEVEGRADATIONSAND(%lGRAVEL(%lNATURALDRYDENSITYfocfl9098NATURALMOISTURECONlENTt%ÌI 1.0r2.5.ocATloNOEPTHtflt64iÉSAI,IPLE IPITISE ofBarn2SW ofBam