HomeMy WebLinkAboutSubsurface Soils Report 10.31.17GRAND JUNCTION
LINCOLN DeVORE, fnc.
GEOTECT{MCAL ËNGINEI]RS - GNOLOGISTS
2l9l Canyon Ct. W.
Gr¡nd Junction, CO 81507 E-Mail: gildem@eorthlink.nct
October 31,2017
Mr. Brandon & Mrs. Kelly Baker
7677 CR30l
Parachutc, Colorado 8163 6
Re: Subsurface Soils Exploration, New Residence at7677 CR 301, Parachute, CO
Mr. & Mrs. Baker:
As requested, Grand Junction Lincoln f)eVore personnel completed a geotechnical exploratory program at
the above-referenced site. Two shallow exploration pits were excavated by the client in the vicinity of the
proposed building pad and the proposed soil bonow area. These exploration pits were located immediately
east of the assumed building envelope and about 100 feet west of the assumed building envelope, in the
proposed borrow area. These exploration pits were excavated to a total depth of 4 to 5 feet. These
exploration pits were logged and sampled by personnel of Grand Junction Lincoln DeVore on t 0-ó-201 7. The
purpose of these pits was to determine the types and character of the underlying soils and to relate these
characteristics to the proposed foundation system.
The ft¡llowing laboratory tests were performed on representåtive soil samples to determine their relative
engineering properties.
ASTM D-2487 Soil Classiñcation
ASTM D-4546 One Dimensional Swell or Settlement Potential for Cohesivc Soils
ASTM D-2937 In-PIace Soil Density
ASTM D-2216 Moisture Content of Soil
FIIA-701 Expansive Soils, Soil PVC Meter
Tests were performed in accordance with test methods of the American Society for Testing and Materials or
other accepted standards.
This letter contains general recommendations for construction of a residential foundation, but it is not a
fbundation design and cannot be used as such. Our conclusions and recommendations for this site a¡e
presented below.
Excavation Observation: Grand Junction Lincoln DeVore personnel should be cont¿cted to observe
the foundation soils after the excavation has been complefed and prior to placing forms or concrete. The
purpose of this is to observe the type and condition of the foundation soils throughout the excavation. If the
soils are fbund to differ from those encountered in our exploration pits, or if they appear to be unstablc,
additional recommendations may be required prior to construction of the foundations.
Mr. Brandon & Mrs. Kelly Baker
subsurface soils Exploration, New llesidence at7677 cR 301, parachutc, co.
October 31,2017 Page 2
Soil Classification: The soils on this site consist of an alluvial debris fan deposit which is quite thick
and extremely stratified. This debris fan originates on the middle and upper slopes of Battlement Mesa to the
south. The stratification within this debris fan feature ranges from silt, sandy silt, and silty clay in the fìner
portions, to gravelly silty clays to silty gravel, cobbles, and boulders in the coarser portions. Many strata of
the finer-grained soils are of low to very low densþ and exhibit compressible and metasfable (collapsible)
properties. Due to the method of deposition (alluvial and debris flow), these materials are mixed and of
variable composition and consistency. The upper l-112 feet of the soil profile contain more clayey, are stiffer
due to seasonal surface desiccation. These upper, Tiner grained soils should not be utilized as structural fill
immediately beneath building foundations or concrete slabs-on-grade. The moisture content was found to be
on the order of 18.3 % indicating a slightly moist soil, due to reccnt precipitation. These soils, if compacted,
will tend to expand upon small moisture increases. Expansion tests using the FÍIA PVC Meter were
performed on remolded samples of the soil, and expansive pressures on the order of 848 psf at 3 .3 % swell
wers found to be typical.
The principle Soil 'lype encountered in the test pits on both the proposed building site and the proposed soil
borrow area was classified as a gravelly, sandy lean clay (CL) underthe Unified Classification System. These
soils contain scattered small boulders. The moisture content varied from 9.9 o/o to 14.5 70, indicating a
slightly moist soil. This soil is slightly plastic and is scnsitivc to changcs in moisture content.
Expansion/consolidation tests using the consolidation apparatus ASTM D-4546, method C, were performed
on relatively undisturbed samples ofthe finer grained portion ofthis soil using slightly damp, porous stones.
Expansive pressures on the order of 380 psf at constant volume were found to be typical prior to sample
inundation. With subsequent decreased moisture, these soils will tend to shrink, with some cracking upon
desiccation. This material will also consolidate upon saturation or excessive loading. Upon test saturation,
collapse af 0.280/' was measured, with 1.24% consolidation occurring at an applied load of 2050 psf. Upon
further test loading, 2.38 % consolidation occured at an applied load of 4100 psf. If recommended bearing
values ¿re not exceeded, such settlement will remain within tolerable limits. If these soils are overexcavated,
watcr soakcd, and rcworkcd according to recommcndations contained in this reporÇ this collapse potential
should be mitigated. The allowable maximum bearing value for this reworked soil was found to be on the
order of 3500 psf. A minimum dead load of 400 psf will be required at the top of the compacted native soils.
This soil was found to contain sulfates in detrimental quantities.
Man-made Fill: The proposed building excavation is within an area of thin, uncontrolled, man-made
fill placed as part of the current residential foundation and grading. The man-made fills are thin and will
probably be penetrated by the proposed foundation subgrade soil reworkinfÌ process.
The soils encountered in ou¡ test pits appear to be native to the site. All building foundations must penetrate
any man-made fills present on the site at this time as well as any fills resulting from the excavation process.
Careful examination of the open excavation will be necessary to determine the presence or absence of
man-made fills. The open excavation must be examined prior to the placement of concrete to ensure that
materials ofproper desigrr bearing capacity have been exposed and that no soft spots or debris are present in
the foundation area. A 24-hour notice is required for all field examinations to enatrle Grand Junction Lincoln
DeVore to schedule personnel and provide service when needed.
Mr. Brandon & Mrs. KellY Baker
subsurface Soils Exploration, New Residence at7671 CR 301, Parachute, c0
October 31,2017 page 3
Soil Moisture Co|l.dlligng: No free water was encountercd during cxcavation on this sitc.
fn nu.,fpi"i*, the true ûee water surfbce is fairly deep in this area and hence should not affect construction.
Seepagé moisture may affect construction if surface drainage is not properly controlled.
Foundation Tvne Recommended: Assuming that some amount of differential movement can be
¡ofout"qilten ä conventional shallow foundation system, underlain by a minimum of 2 feet of structural fill
and placed in accordance with the recommendations contained in this report, may be utilized. The foundation
*oujd consist of continuous spread footings beneath all bearing walls and isolated spread footings beneath
all columns and other points of concentrafed load. Such a shallow foundation system, resting on the properly
constructed structural fill, may be designed on the basis of an allowable bearing capacity of 3,500 psf
maximum and 150 psf minimum.
Recommendations pertaining to balancing, reinforcing, drainage, and itrspection are considered extremely
important and must-be followed. Contact sû€sses beneath all continuous walls should be balanced to \vithin
+ ZO0 psf at all points. Isolated interior column footings should be designed for contact sf€sses of about 150
prf t"ir than túe average used to balance the continuous walls. The criteria for balancing will depend
somewhat on the naturE of the structure. Single story slab-on-grade structures may be balanced on tlre basis
of dead load only. Multi-story structures may be balanced on the basis of dead load plus one-half live load
for up to three stories.
If the design of the upper strucfure is such that loads can be balanced reasonably well, or if minor amounts
of differential settlement can be tolerated, a floating structural slab or a raft type of fbundation could be used
on this site. If the slab is to be a floating structural slab the slab should be underlain by a minimum of 2 feet
of structural fill, placed in accordance with recommendations contained in this report. Such a slab would
require heavy reinforcing to resist differential bending. This structural slab, using a granular structural fill
ur putt of the foundation system, could be desigrred, assuming that the top of the structural fill has a modulus
ofsubgrade reaction ofk:220 Pci.
It is possible to design either the floating structuml slab or the raft type of slab either as a solid or ribbed slab'
but in either "ur",
uii*-ull must be used for confinement. Any such slab must be specifically designed for
the anticipated loading. Such a foundation system will settle to some degree as the softer underlying soils
consolidale, but differential movement is held to a minimum. Because the soils may settle in varying amounts,
some minor cracking and heave are possible unless the slabs are specifically designed with the movement in
mind.
Structural Fill: For use in conjunction with a shallow toundation system, a structural fìll is
r.."r-""d-d to replace the upper variable density soils. This shuctural fill may be placed in conjunction
with structural fill beneath concrete slabs on g¡ade. The existing va¡iable density soils should be removed
to a depth of 2 feet below the proposed bottom footing elevation. The excavation/fll width is to extend at
teast 20 inche.sfrom the interior and exterior of the proposed.foundationwall or bearing pød in contact with
the filt. Once ii is felt that adequate soil removal has been achieved, it is recommended that the cxcavation
be ðlosely examined by a representative of Grand Junction Lincoln-DeVore to ensure that an adequatc ovcr
excavatión depth has indeed occurred and that the exposed soils are suitable to support the proposed sûuctural
Mr. Brandon & Mrs. Kelly Baker
fubryrface soils Exploration, New Residence at7677 cR 301, parachutc, co.October 31,2017 page 4
man-made fiIl.
At the specific direction of the geotechnical engineer, it may be appropriate to extensively water soak theolerexcavated portion ofthe site for a minimum of 2 days prior to iúe installation of any required perimeterdrain and structural fill. The purpose of this wetting ot rouLins is to allow some immediate relief fiomswelling prsssurcs in any slightly expansive soil strata and to ut in .o*paction and stabilization of anyva¡iable density, metastable strat¿ in theses soils. rl¡e water sodking: must penetrate to a minimum depth o/'2feet helaw the enerexcavated subgrade elevation andwilt probably require multiple water applications. Forpreliminary estimates, Grand Junction Lincoln Devore, Ii". orsuåns i oo0 gallins/t 000sq.ft. of excavationto be,,soaketl /foot ofrequired wdter peneîation This wetting or soaking must be controlled and must notbe allowed to adversely affect nearby structures.
After any required soaking has been accomplished, the subgrade soils are to bç mechanically compacted toaminimum ofsíY,ofthesoilsmaximumMódifiEdÞroctordiydcnsity(ASTMD-1557)foradepthofatleast
6 inches.
once this examination has been completed, it is recommended that a coarse-grained, non-expansive, non-freedraining man-made structural fill beìmported to the sire and pr"*J on rhe properlyprep"rfi;ùg;;;h
Non-Expzursive, Native soils may bc utilized as sûuctural filì, if specifi"oity upprorr"o by the GeotechnicalEngineer' The Structural Fitl should be placed as structural fill in lifts not to exceed 6 inches afler compaction.The uppcr ó" to lz"(minimum) of the fill is to be a sandy gravel (minus 3/4" &.GNf/Gw) or a gravelly sand(minus 3/4" &' sN{/Sw). The shuctural fill should be placãd in the overexcavated portion of this site in liftsnot ttr exceed 6 inches after compaction. A minimum of 90Yo of the soils maximum Modified proctor drydensify (ASTM D-1557) must be maintained during the soil placement. These soils should be placcd at amoisture content conducive to the required compaction (usuaity Proctor optimum moisture content + 2%)-
The Structural Fill must be brought to the required density by mechanical means. No soaking, jetting orpuddlingtechniquesofanytypcshouldbcuscdinplacerneirioffillonthissite.'Ibr¡onfirmthequalityofthe
compacted fill product, it is recommended that surface density tests be takcn at maximum 2 fbot verticalrntervals.
It is recommended that any required perimeter drain be placed in the exterior portion of the structural {ill, atths base of the more permeable portion of the fill, in order to prevent or at least minimize thc collcction ofwater in the soils and fill beneath tJre structure.
Voids Beneath Foundation Walls: Voids are not required for this fbundation design.
Rcinfoicing: The foundation shall be reinforced as shown on the fbundation design. No changes shallbe made to this placement of reinforcing without written approval of the design engineir or a¡chitect.
All foundation stemwalls should be designed as "grade beams" capable of spanning at least 10 feef. lfherethe foundation stemwalls are relatively shallow in height, vertical reinfbrcing will noib. n"""rrary, HowEver,ln walls retaining soil in excess of 4 feet in height, vãrtical reinfbrcing may be necessary to resist the lateral
Mr. Brandon & Mrs. KellY Baker
Subsurface Soils Exploration, New llesidence at7677 CR 301, Parachute, CO.
(Jcfnhcr 31,2017 Pa¡¡e 5
pressurcs (restrained case) of the soils along the wall exterior. To aid in designing such vertical reinforcing,
an equivalent ¡uid pressure (EFP) on the order of 35 pcf would be appropriate for the native soils'
Floor Slabs: Non-structural floor slabs on grade, if any, should be positively separated from {l
,t,".t"*t p"rtions of this building and allowed to float freely. Frequent scoring (control joints) of the slabs
shouldbeprovidedtoallowforpoisibleshrinkagecrackingoftheslab.Theseconfoljointsshouldbeplaced
to provide maximum slab areai of approximately 200 to 360 squars feet. Any man-made fill placed below
floor slabs on grade should be compacted to a minimum of 90% of its maximum modified proctor dry density
(ASTM D-l557). These soils snoutd be placed at a moisture content conducive to the required compaotion
(usually procfor optimum moisture content !2%).
Drainaee and Grading: Adequate site drainage should be provided in the foundation area
b"th d*l"g *d "ft"r construction to prevent the ponding of water and the wetting or saturation of the
subsurface soils. We recommend that the ground surface around the structure be graded so that surface water
will be carried quickly away from the building. The minimum gradient within l0 feet of the building will
depend on surface lanãscaping. We recommend that paved areas maintain a minimum gradient of 2% and that
landscaped areas maintain a minimum gradient of 9yo. Itis further recommEnded that roof drain downspouts
be carried at least 5 feet beyond all bãckfilled areas and discharge a minimum of 10 feet away from the
structure. proper discharge of roof drain downspouts may require the use of subsurfacc piping in some
areas. Under no circumstaices should a "dr¡r well discharge" be used on this site unless specilìcally sited by
a geotechnical engineer. planters, if any, should be constructed so that moisture is not allowed to seep into
foundation areas or beneath slabs or pavements.
The existing drainage on the site must either be maintained carefully or improved. We recommend that water
be drained away ûom structures as rapidly as possible and not be allowed fo stand or pond within 15 feet of
the building or foundation. We recommend that water removed ñom one building not be directed onto the
backfill areas of adjacent buildings.
Should an automatic lawn irrigation system be used on this site, we recommend that the sprinkler heads,
i*igation piping, and valves belnstalled no less than 5 teet fïom the building. ln addition, these heads should
Ue a'd¡usteã so that spray from the system does not fbll onto the walls of the building, and that such water does
not excessively wet the backfill soils.
It is recommended that lawn and landscaping irrigation be reasonably limited so ås to prcvcnt undcsirablc
saturation of subsurface soils or backfilled areas. Several methods of irrigation watcr control arc possiblc,
to include, but not be limitcd to:
. Metering the inigation water.
. Sizing the inigation distribution service piping to limit onsite water usage'
. Encou¡age efficient landscaping practices.
. Enftrrcing reasonablc limits ón the size of high water usage landscaping within 5 feet ofthe building
or f'oundation.
' Incorporating "xcriscaping" landscapingand irrigation techniques.
A plastic-membrane placed on any crawlspace ground surfaces may retain/trap excessive amounts of waterbeneath the membrane. If fi¡tu¡e moisture pioblems develop or are anticipated, the foundation design engineeror the geotechnical engineer may require that the membrane be partially or completely removed from thecrawlspace area.
Since the individual lot building and drainage configurations are quite "tigh!' achieving proper drainagearound these stuctures may be difficult. Thé use of shallow foundation p.ii."t". drainsii shallow drainsbetween individual struótures along the lot lines may be required. The shallow drains between individual
sû'uctures could be used to collect and remove roof gutter discharges. Any such additional drainageconstruction would significantly reduce potential moisturi-related problems thaican arise from developmentand landscape irrigation.
Mr. Brandon & Mrs. Kelly Baker
subsurface Soils Exploration, New Residence at7677 cR 301, parachute, co.October 31,2017 page 6
Backfill: To reduce settlement and aid in keeping water from reaching beneath this building allbackfill around this building should be mechanicaily óomiacted to a minimum of 90%io of its maximummodified Pfoctor dry density (ASTM D-l557). The only exception to this would be the components of thepcrimeter foundation drain, if any. Alt backfill should úe composed of fhe native soils and should not beplaced by soaking jetting or puddling. All backfill placed in utitity trenches around this structure or belowfou¡rdation walls should bemechanically compactecl to a minimurnof 90% of its maximum modified proctordry density (ASTM D-1557). These soils should be placed at a moisture content conducive to the requiredcompaction (usually proctor optimum content + 2$. ,
Çemeqt Typg: Type II, Type I-II, or Type II-V cement is recommended for all concrete in contact withthe soils on this site. Calcium chloride should not be added to a Type II, Type I-II, or Type II-V cEment underany circumstances.
Remarks: We recommend that the bottoms of all foundation components rest a minimum of 2-l/2lbet below finished grade or as required by the local building codes. Foundation components must not beplaced on frozen soils.
Stn¡ctural slab-on-grade (monolithic) foundation systems typically have an effective soil cover of less than12 inches' Under normal use, t}e building and foundatiotr rytt". Ldiot". sufficient heat so that äost heavcfrory lhe underlying soils is- normally not a problem. However, additional protection can be prooio"ù úyapplying an insulation board to the exterior of the foundation and extending this board to approximately 1ginches below l.he final glountl surfaoe grade. 'lhis board may be applied either prior to or after thc concreteis cast. It is very important that all areas of soil backfiil *".o.pät d.
The-useof a relatively free-draining granular struchnal fill beneath the foundation exterior fbotings or .rim
wall', when used in conjunction with the Drainage and Grading and tsackfìll recommendations in this reportmay be utilized in obtaining the required foundation o"pttt ror p.ot"ction ftom ftost hcavc. It must be notedthat water must not be allowed to accumulate adjacent tó foundåtion areas and thc fill must not he susceptihlcto frost heaving.
Mr. Brandon & Mrs. Kelly Baker
Subsurface Soils Exploration, New Residence at7677 CR 301, Parachute, CO.
Ocxober 31,2017 Page 7
Local building officials should be consulted for regulatory frost protection depths.
Senate Bill 13 (CRS 6-6.5-101) Discussion: This particular residence is being constructed on
foundation soils that do not possess a "significant potential for expansion." We recommend that the owner
receive a copy of this sunrmary report of our soil analysis and site recommendations.
Limitations: This report is issued with the understanding that it is the responsibility of the owner or
his reprcsentative to ensure that the information and recommendations contained herein are brought to thc
attention of the architect and engineer for the project and are incorporated into the plans. ln addition, it is his
responsibility to ensure that the necessary stops are taken to see that the contractor and his subcontractors
carry out these recommendations during construction. The findings of this report are valid as of the prcscnt
date. However, changes in the conditions of a property can occur with the passage of time, whether they bc
due to natu¡al processes or the works ofman on this or adjacent properties. In addition, changes in acceptablc
or appropriat€ standards may occur or may result from legislation or the broadening of engineering
knowledge. Accordingly, the findings of this report may be invalid, wholly or partially, by changes outside
our cont¡ol. Therefore, this report is subject to review and should not be relied upon after a period ofthree
years.
Thc recommendaïions ofthis report pertain only to the site investigated and are based on the assumption that
thc soil conditions do not deviate from those describsd in this report. If any variations or undcsirable
conditions are encountered during consÛuction, or if the proposed conshuction will difÍbr foom that planned
on the day of this report, Grand Junction Lincoln DeVore should be notified so that supplcmcntal
recommendations can be provided, if appropriate.
Grand Junction Lincoln DeVore makes no warranty, either expressed or implied, as to thc findings,
rscommendations, specifications or professional advice, except that they were prepared in accordance with
generally accepted professional engineering practices in the field ofgeotechnical engineering.
Respectfu lly submitfed,
GRAND JLTNCTION
LINCOLN DeVORE, INC.
þ"9t "þ17
by: Edward M. Morris, P.E
Principal Engineer
GJLD Job No. 9533l-GJ
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