HomeMy WebLinkAboutSubsoil StudyHuddleston-Berry
2789 Riverside Pakway
Grand Junction, Colorado 81501
Phone: 97G255-8005
Info@huddlestonberry.comEngineering & Testing, LLC
January 5,2022
ProjectlÐ2401-0001
Crystal Constructors Inc.
PO Box 455
Silt, Colorado 81652
Attention: Mr. John Placek
Subject:Geotechnical Investigation
Parcel 212728400388
Silt, Colorado
Dear Mr. Placeþ
This letter presents the rezults of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing, LLC (HBET) for Parcel 212728y'l00388 in Silt, Colorado. The site
location is shown on Figure I - Site Location Map. The proposed construction is anticipated to
consist of a single-family residence. The scope of or¡r investigation included evaluating the
subsurface conditions at the site to aid in developing foundation recommendations for the
proposed construction.
Site Conditions
At the time of the investigation, large bushes occupied the site. The site was generally sloping
down to the south. Vegetation consisted of grasses, weeds, and small to large bushes. The site
was bordered to the nortb v/est, and south by open land, and to the east by
residentiaVagricultural property"
Subsurface Investisation
The subsurface investigation included six test pits at two potential build sites at the site as shown
on Figure 2 - Siæ Plan. The test pits were excavated to depths ranging from 2.5 to 9.0 feet
below the existing ground surface. TWed test pit logs are included in Appendix A.
As indicated on the logs, the subsurface conditions at the site were variable. Test Pits TP-l
through TP4, conduct€d in the northern potential build area and the northein portion of the
southern potential build area, encountered 1.0 foot of topsoil above tan, moist dense clayey sand
with gravel, cobble, and boulder soils to the bottoms of the excavations. Groundwater was not
encountered in TP-l, TP-Z,TI-3, or TP-4 at the time of the investigation.
Test Pits TP-5 and TP-60 conduct€d in the center and southern portions of the southern potential
build are4 encountered 1.0 foot of topsoil above brownish-tan to reddish-tan, moist, medium
stiff sandy lean cþ with gravel soils to the bottoms of the excavations. Groundwater was not
encountered in TP-s or TPó at the time of the investigation.
Parcnl2l272&4ffi388
#02401-000r
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Iluddlesron-Beñy
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Laboratorv Testins
Laboratory testing was conducted on samples of the native soils collected f¡om the test pits. The
testing included grain-size analysis, Atterberg limits determination, natural moisture content
deterrninationo and maximum dry density and optimum moisture content (Proctor) determination.
The laboratory testing results are included in Appendix B.
The laboratory testing rezults indicate that the native cþ soils are slightþ plastic. In general,
based upon the Atterberg limits of the material and upon our experience with similar soils in the
vicinity of the zubject site, the native sand soils are anticipated to be slightþ collapsible.
The native clayey sand soils were indicated to be moderately plastic. Based upon the Afferberg
limits of the materials, the native clay soils are antieipated to be sligbtly expansive.
Foundation Reçommendgtions
Based upon the results of the subsurface investigation and nature of the proposed construction,
shallow foundations are generally recommended. Spread footings and monolithic (turndown)
structu¡al slab foundatíons are both appropriate altern¿tives. However, as discussed previously,
the native soils are anticipated to be moisture sensitive. Therefore, in order to provide a uniform
bearing stratum and reduce the risk of excessive differential movements, it is recommended that
the foundations be constructed above a minimum of 24-inches of structr¡ral fïll. If a basement is
proposed, HBET should be contacted to conduct additional subsurface exploration to evaluate
the soils at the probable basement foundation elevation.
The native sandy lean clay soils are zuitable for reuse as structural fill. However, due to the
plasticity of the matrrial and presence of large particles, the native clayey sand soils aÍe not
suitable for reuse as stn¡ctural fill. Imported structural fill should consist of a granular, non-
expansive, non-free draíníFe material approvedby HBET.
For qpread footing foundations, the footing areas may be trenched. Holvever, for monolithic slab
foundations, the structural fill should extend across the entire building pad area to a depth of 24-
inches below the bottoms of the turndown edges. Stuctural fill should extend laterally beyond
the edges of the foundations a distance equal to the thickness of structural fill for both foundation
t)?es.
Prior to placement of structu¡al fill, it is recommended that the bottom of the foundation
excavation be scarified to a depth of ó to 8 inches, moisture conditioned, and compacted to a
minimum of 95%o of the standard Proctor maximum dry density, withfur +2Yo of the optimum
moishre content as determined in accordance with ASTM D698. Structural fill should be
moisture conditione{ placed in maximum 8-inch loose lifls, and compacted to a minimum of
95Yo of the standard Proctor maximum dry density for fine grained soils and 90% of the modified
Proctor maximum dry density for coarse grained soils, within *2% of the optimum moisture
content as deterrnined in accordance with ASTM D698 and D1557, respectively.
Structural fill should be extended to within 0.I-feet of the bottom of the found¿tion. No more
than O.I-feet of gravel should be placed below the footings or turndown edge as a leveling
course.
2Z:\20$ ALL PROJECTS\OøO| - Cryslsl Cmstuctoa\02,{}t{001 Pæl2127284m388\200 - G@\0240¡-Oml LR0l0522.doc
Parcel2127284OO388
#02401-0001
0u05/22
Huddleslon-Bcrry
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For structural fill consisting of the native clay soils or approved imported granular materials, and
foundation building pad preparation as recommendedn a maximum allowable bearing capacity of
1,500 psf may be used. In addition, a modulus of subgrade reaction of 150 pci may be used for
structural fill consisting of the native sand soils and a modulus of 200 pci may be used
for suitable imported structural fill. Foundations subject to frost should be at least 36 inches
below the finished grade.
Water soluble sulfates are corrmon to the soils in Western Colorado. Thereforq at a minimum,
Type I-II sulfate resistant cement is recomme,nded for construction at this site.
Any stemwalls or retaining walls should be designed to resist lateral earth pressures. For backfill
consisting of the native soils or imported granular, non-free draining, non-expansive material, we
recommend that the walls be designed for an eçtivalent active fluid unit weight of 50 pcf in
a¡eas where no surcharge loads a¡e present. An at-rest equivalent ftlid unit weight of 70 pcf is
recommended for braced walls. Lateral earth pressures should be increased as necessary to
reflect any surcharge loading behind the walls.
Non-Structural Floor Slab and Exterior FlatwoJk Recom4Fendations
In order to limit the potential for excessive differential movements of slabs-on-grade it is
recornmended that non-structural floating floor slabs be constructed above a minimum of 18-
inches of structural fill with zubgrade preparation and fiIl placement in accordance with the
Foundation Recommendafior¿s section of this report. It is recommended that exterior flatwork be
constructed above a minimum of l2-inches of structural fill.
Dr¡inage Recommendations
Grading and draínage are crilicul ø the long-tcrrn pcrtormønce of the strucTure. Grading
around the structure should be designed to carry precipitation and runoff away from the
structure. It is recommended that the finished ground surface drop at least twelve inches within
the first ten feet away from the structure. It is also recommended that landscaping within five
feet of the struchue include primarily desert plants with low water requirements. In addition, it
is recommended that automatic irrigation, including drip lines, within ten feet of foundations be
minimized.
HBET recommends that surface downspout extensions be used which discharge a minimum of
15 feet from the structure or beyond the backfill zoneo whichever is greater. However, if
subsurface downspout drains are utilize{ they should be carefully constructed of solid-wall PVC
and should daylight a minimum of 15 feet from the structure. In addition, ¿n imFermeable
membrane is recommended below zubsurface downspout drains. Dry wells should not be used.
As discussed previously, shallow groundwater was not encountered at the time of the
investigation. However, a perimeter foundation drain is recommended. In general, the perimeter
foundation drain should consist of prefabricated drain materials or a perforated pipe and gravel
system with the flowline of the &ain at the bottom of the foundation (at the higbest poinQ. The
prefabricated drain materials or gravel should extend along basement walls to within 36-inches
of the finished grade. The perimeter drain should sþe at a minimum of l.ÙYo ûo daylight or to a
sump with pump. The drain should also include ¿¡ impermeable membrane at the base to limit
the potential for moisture to infiltrate verticaþ down below the foundations.
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Patcel212728400388
#024014001
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General Notes
The recommendations included above are based upon the results of the subsurface investigation
and on our local experience. These conclusions and recommendations are valid only for the
proposed construction.
As discussed previously, the subsurface conditions encountered in the test pits were variable.
However, the precise nature and extent of zubsurface variability may not become evident until
construction. As discussed previously, it is recommended that HBET provide construction
materials testing and engineering oversight during the entire construction process. In addition,
the homeowner and any subcontractors working on the project should be provided a copy of this
report and informed of the issues associated with the presence of moisture sensitive subgrade
materials at this site.
It ß ímoortant to note that the recommendatíons herein øre íntendcd to reduce the ¡úsh of
sttactursl movemenl and/or dømaee. to vamíns desrces. assocíated with volume chønse of the
nøtíve soíls Howeven IIBET cannot oredíct lan*term chønses ín subsu¡face moísture
conditions and/or the o¡ecìse møeniÍude o¡ úenl of volurne chønqe in the nolíve soíls. l{here
sísnifrcønt íncr,eases ín subsurføce ,rpistu¡e occur due to ooo¡ srød¡(s. imo¡ooer storrnwaÍer
manøsement. ú¡lin línqÍaílure. æcess ínüsøtíon. or other cøuse. eìfl,re¡ duríns constîuction
or the result of øctions of the o¡ooe¡ttt mwten several inches of movemcnt are oossìbl.a I&
addítion. an! føílure to comolv with the recommendotìans in thß reoort releøses Huddlcston-
Berrv Ensineer¡ns & Testúns. LLC of anv liøbílitv wíth reeørd to the structure oerfo¡msnce.
We are pleased to be of service to your project. Please contact us if you have any questions or
comments regarding the contents of this report
Respætfully Submitted:
Iluddleston-Berry Engineering and Testing LLC
Michael A. Berry, P.E.
Vice President of Engineering
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FIGURES
I
Location Map
.,r'
APPENDIX A
Typed Test Pit Logs
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TEST PIT NUMBER TP-I
PAGE 1 OF I
Huddleston-Berry Fngineering & Testing LIÆ
2789 RJverside Parkway
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PAGE 1 OF I
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APPENDIX B
Laboratory Testing Results
Hûddl€stm-B€rry Engirering & Testing LL.C
2789 Riverside Partway
Grand Junctioo, CO 81501
97G255-8005
GRA¡N SIZE DISTRIBUTION
CUEiTT Cruslal CnndnrcJom lnc.RO ECTI{A E Pa¡æl212728/;OO388
RO ECTNU BER 02,f01-0001 RO ECT LOCATIOI¡ Sitr. CO
u.s. stÊvEoPENr¡tG tN fi{cflEs I U.S. S|ÉVE MriitsERS TIYDROMETER
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20
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GRAIN SIZE IN MILLIMETERS
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Specimen ldentification Glassificatlon LL PL PI Cc Cu
a TP-t, GB-l 121 CLAYET SA¡{D uriü GRAì/EL(SC)39 21 l8
E TP€, GB.I 121 SANDY |."EAN C|-AY(CL)n l8 l0
Specimen ldentifi cation D100 D60 D30 D10 o/oBravel %Sand %silt o/oClay
a TP-1, GB-l 121 97.5 oztt r8.6 6.1 35.3
E TP6, GB-l 121 9.5 0.1 {.7 69.2
Engircering & Testing; LLÆ ATTERBERG LIM]TS' RESULTS
Rive¡side
Jrmction, CO
97&255-8005
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Specimen ldentification LL PL PI #200 Classification
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TP6, GB.1 12J1 n r8 lo @ SANDYLEAT{ CI"AY(CL)
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Huddlestm-Berry Engiming & Testing LIIC MOISTURE.DENSITY RELANONSHIP
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co 81501J¡mctiø,
970-255-8005
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PRO.'ECT I{UTBER nr¿olJYìol PR(UECTLOCANOil s¡tt_ co
Sample Date:
Sample No.:
Source of Material:
Description of Material
12t1t20'21
2t{t986
145
140
r35
130
125
120
115
110
105
100
95
90
TP6. GB-I
SA¡iIDY LEAT{ CI.AY(CLI
Test Method:ASTII D@84
TEST RESULTS
Maximum Dry DensÍty læ'0 PCF
Optimum Water Content t5.0 %
GRADAnON RESULTS (% PASSTNG)
#200 Ø. 3t4'
69 100 100
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2.80
2.70
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0 5 15
WATER CONTENT, 7o
10 20 30
reg COLORADO
Division of Water Resourccs
I lÊì1,,¡r :'i-rplr: ¡i .'.,¡it,';=i Ëi..:',.'la ¡'i
DWR_3849996
imaged Documenlgo
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1 001 51 99
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8@is"''?ölil:-i:*'WELL PÊR'{II NUÍíB€R
RECÊIPT I¡UM8TR
121773.
1001 5 t 99
9¡!El!!¡'1, ¿Elri{l
^PPIJç_A!ÍSIJOHN PLÀTEK
ÂPPROVED.Wzu TOCATIOTJ
Water D¡vis¡oai 5 Vr'ater O¡stricl: 39
O6s¡gneted Sasnì ñ/A
À,lanågrmentOistr¡cl NIA
Counly. G RFIELD
Percel NaÌp SCUTTËR GULCIi
Ld:7 Elek: flli¡!:
Physrcäl Addr€ss fvlA
ñÊ îi4 SÊ 'll4 $eel¡on 28 TtvlnshrÞ å.0 S Rañge 9? o V,,/ S¡¡l¡ P l'i
3)
Vy'ell to bs coûstrucled on spûcif¡åd tråct ol lend
PERI¡¡T TO CON5TRUCT A NEW WETL
lrll!ilol €ol{ tR r. 1'/4il-R 8tGlll
rl
ça[sng!$_aElPP_eavÁr
Ihrr wf,ll lldll he uferl tl ilth ¿ wðy nr te c¡r!{¡ ûo ttr¿tsl¡l fìlury to e¡rftl'rq wàter nßhlr. llE tisin{c ol thil !¡€îtrrll (krt tct
6iür€ th¡i no ihlury wtl ftcur fo ¡¡dh€. velted w¿ter rilht r precludè ãnothér owner ol ã v€rtêd wðler dqht l.ø teêll¡g
r({irl ir ¿ (¡v¡l ctrt ù(tidr
Thc conrtructiw of thi! wcll rh¡tt bE i¡ cffipli¡ncf, øth thc wåtrr $/ctl Cñstructi@ Ruts t CfR,t0? :. u¡[cr5 âpproY¡t ol a
rônôncp hi5 tÉflì q.¿ntel bf the !l¡te flûl.d ol l.{¡rÈrof,\ d W.ìter \{ell lÞnrlru{tisì ônd l{r¡tt lìrtðllàtio) (únt'¿(ltfs l,ì
iccrdðnÊe wlth Rutc 18.
Approvèd purrw¡l 1o CRt l7-9l.tt02l3l{bli¡ll(Al ¡i rh€ øty well on ð tr¿ct ol l¡nd ol 15.79 scre! dercnbed ¡3 Lot 7, scutler
6u{dl diúrtur ol lðnd. 6ürf,eld CMty.
lhc ü5É ot grwÞd{¡lr:r t.trlr lìri! wr{l i} lifiltcd to lirc protú(rûl, ordir¿ry hftrLhold pqBrt ,Í¡id{ not flrqt thrn thrcc lli
grnqle f¡firly dwpllrnlt, ¡hr wat¡n¡{ .rf frßrltry, armerïa ãnim¡lt ¡nd hvFrtøk m ð farm or ranah ¡Õrl the ifi8âtlm of nôt
morc th¡n 6c ll i ð(rc ol hffic gàrdcñs ¡nd {ðwnr.
lhc pumping r¡tc ol thii wcll shòlt not cxcccd 15 6Pt'1.
Ihc return flow trm thc uic of thi: wcll mu3t bc through ¡r indiuduol w¡5trr¿tcr dirpø¡t r}8tñ ol thc nm-cÉpor¡tive typc
,herc the wùler l! retrünBJ lo (he 5ôrne ltredrn tvlteilr ln whlrh the well l! loaú(é{
lrilrwrl (r¡ qoiÉ ó.ì, ì ol thf wð{pr Witl Ccìrtf r¡(r¿* Rills. lhr: wel¡ rûrrlrur:l.tqr .:etrrl(td $ull srÙilìlt the dt.t ullt well(dðti6 ø ?dk øÞ6rta rèqured by Ruld t7. I sthiri ó0 dayr ol compt€tion úf thr wÊtl. lhc ñeã5øcd lo(a¡m mult bÊ
ùccul ¡tc 10 200 lcet ot thc ¡ctudl lqdtru:. I he ledtigr {rlqûðti!íl ñult it(lúde d GFS l6¡tig! iU I y, rærdlîùtell 9ùtluùilt tù
thê Drlio[ of l'/ile, Retd,ffe! gurd¡ftR!.
ADVÄÌ.¡f- F xOIl( F REQülQf D - purrrËnr ro ( fi..r1¡.tiû1 flille ó l.:t .I tl ((R 4112.11, lrc.¡tpd rr prjvilr dnilêß ¿îd n{rmÞ
inst¡llcÍs must provids ôdvúncc rotifìcôti@ lby I t:59 pm the d¿y bclqct to the 5tàte tngi¡4cr Frior ro c¡th ol thc fotlodin8
for (l¡t5 s('ll the ttòrt rf e,èll íorrstru:lldr, (he rn[ròt rrr!ðllôtlor of !hú frTlÌ frerùütrÈilÌ ü¡np, ðrr, the uitiðl lilçtôllðilln s/ ô
critern tsnecte¡l ¡o lhe w¡ter welt supply syrlem. Âny ch¡nge rn the dåte of aørtrucljd/intt¡llãtiø mht be r€-noli(ed prior
to th! drtlu(, (b, l1;5t prÍ thc d¡y l"-'lorc.l. !îfornrútio¡ r¡-'gúrdiilq l¡c ¡Dtìliut¡on prec!! ùild ¿ li'l to r-hc ci('Ltrtli(
notrflanrü fôfm .ò[ bè lnr¡nd on thr 0ìvt!ffr of V$¡ler fl.sñlra¡s wehqfF al .Jwr.rnltr¡do,Îov
flll [f j Ihlr p$[üt rt¡l crprrtr .nì thf e¡DrttÛ! ¡htf i¡n{¡55 lhf wtrlt rr (ùì!tn[ted bl/ th¡Î dnte Å We(l C,)r!trr(l rffì ¿ûd Ylelil
Eetiñ¡te Repon l6vrt'll l mu{ be !!þñltted to Ìhe oi$lid of VJa¡er R6turce! lo rdif/ the wdl har b@n conltructed. Âñ
cxtgtrlon ol thr e¡tjrdtldì ddtr rr¡y bc dvdll¡blc Cortd!t thr $\vR lq ¡ddrtiqrd{ hlluartrJtlqr r rclla tu (ftc .ixt(Ir!lø .tqugt
lom l(,Vr's-il) ðlaltabl. âli dwr çf,|.¡r¡dô.tov
llt_¡TF:fhtrFðrr.t11ltr,¡lediÕth*¡¿FI/{ofîheSFl t.thclf f.iaôfthe5Ff ¡{. lhe!Wlt{of (h.'1Fl/,1, lhF¡lì/lll4ôlthe
SE t,i.+ ônd thc Sw 11.4 of úe llt. I ¡4 öf Strtion ?8. Iomthìp 5 süth. R¿ngc t2 wcst ol thr Sixth Prin.ip¡l tlðridiãn. lhc tclt
múy [È {{nttru(lcd ùì thc
rô. {f¡rr¡innr ¡hs¡¡ llrl p.rñir .¡ll !!l ù61 l:¿l ñr q4 t^ }t¡}\ I tdr.r.(.lin+.yr