HomeMy WebLinkAboutSubsoils Report for Foundation DesignHuddleston-Berry
2789 Riverside Parkway
Grand Junction, Colorado 81501
Phone: 970-255-8005
Info@huddlestonberry. comEngineering &'Festing, LLC
hne 6,2023
Project#02648-0001
Tom and Naomi Laidlaw
234 Cowtty Road 236
Silt, Colorado 81652
Subject:Geotechnical Investigation
Parcel 218105300294
Silt, Colorado
Dear Mr. and Mrs. Laidlaw,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing, LLC (HBET) at Parcel 218105300294 in Silt, Colorado. The site
location is shown on Figure t. The proposed construction is anticipated to consist of a new
single-family residence. The scope of our investigation included evaluating the subsurface
conditions at the site to aid in developing foundation recommendations for the proposed
construction and to evaluate the site soils for an Onsite Wastewater Treatment System (OWTS).
Site Conditions
At the time of the investigation, the site was open and generally sloping down to the soulh.
Vegetation consisted primarily of pasture grasses, weeds, and trees in the center portion of the
site. The site was bordered to the north by I-70 Frontage Road, to the west and east by rural
residential/agricultural properties, and to the south by the Colorado River.
Subsurface Investieation
The subsurface investigation included five test pits as shown on Figure 2 - Site Plan. The test
pits were excavated to depths of 5.0 and 8.0 feet below the existing ground surface. Typed test
pit logs are included in Appendix A.
As indicated on the logs, the subsUrfacb conditions encountere d at thesite were slightly variable.
Test Pits TP-l, TP-z, TP-3, and TP-5 encountered 1.0 foot of topsoil above, brown, moist,
medium stiff lean clay soils to the bottoms of the excavations. Groundwater was not encountered
in TP1, TP'-2,TP-3, or TP-5 at the time of the investigation.
Test Pit TP-4 encountered 1.0 foot of topsoil above tan to brown, moist, dense well-graded sand
with silt, gravel, cobble, and boulder soils to the bottom of the excavation. Groundwater was not
encountered in TP-4 at the time of the investigation
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Laboratorv Testins
Laboratory testing was conducted on samples of the native soils encountered in the test pits. The
testing included grain size analysis, Atterberg limits determination, natural moisture content and
density determination, swell/consolidation testing, and maximum dry density and optimum
moisture content (Proctor) determination. The laboratory testing results are included in
Appetrdtx B.
The laboratory testing results indicated that the native clay soils are moderately plastic. In
addition, the native clay soils were shown to tend to consolidate under loading at their existing
density. However, based upon the Atterberg limits of the material, the native clay soils are
anticipated to be slightly expansive when compacted and introduced to excess moisture.
The native sand soils were indicated to be non-plastic. In general, based upon the density of the
material and upon the presence of large particles, the native sand soils are anticipated to be fairly
stable under loading.
Foundation Recommendations
Based upon the results of the subsurface investigation and nature of the proposed construction,
shallow foundations are recommended. Spread footings and monolithic (turndown) structural
slabs are both appropriate foundation alternatives. However, in order to provide a stable bearing
stratum and limit the potential for excessive differential movements, lt is recommended ft
foundations be constructed above a minimum of 24-inches of structural fiIl.
Due to their plasticity, the native clay soils are not suitable for reuse as structural fill. However,
t7^^ --r)--^ -^--1 ^^:1- ^---l---i-.^ ^x t^,^-^)1 ^--^ ---ir^1-1^ f^-- --^--^^ -1 Cl1. ^-^--:)^lur(' llilLtvE salllu liulls, ti.llutusrvE ur tupsurrr alrtt sullaulE rul lttustt a5 suuuturitrl illr, PruvruEu
particles in excess of 3-inches in diameter are removed. Imported structural fill should consist of
a granular, non- expan siv e, Ig!fugJrul4lry.material approved by HBET.
For spread footing foundations, the footing areas may be trenched. However, for monolithic slab
foundations, the structural fill should extend across the entire building pad area to a depth of 24-
inches below the furndown edges. Structural fiIl should extend laterally beyond the edges of the
foundation a distance equal to the thickness of structural fill.
Prior to placement of structural fill, it is recommended that the bottom of the foundation
excavation be scarified to a depth of 6 to 9 inches, moisture conditioned, and compacted to a
minimum of 95% of the standard Proctor maximum dry density, within * 2% of the optimum
moisture content as determined in accordancc with ASTM D698. Structural fill should be
moisture conditioned, placed in maximum 8-inch loose lifts, and compacted to a minimum of
95% 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 * 2Yo of the optimum moisture
content as determined in accordance with ASTM D698 and D1557, respectively.
@endedtowithin0'1-feetofthebottomofthefoundation.Nomore
than O.l-feet of gravel should be placed below the footings or hrrndown edge as a leveling
course.
2Z;V008 ALL PROJECTS\02648 - Torn and Naorni Laidlaw\02648-0001 Parcel 21 8 1 05300294\200 - Geo\02648-0001 LR060623.doc
Parcel 218105300294
#02648-0001
06/06/23
Huddleston-Beray
en$rerdn{ & t6rint' t"LC
For structural fill consisting of the native sand soils or imported granular materials, and
foundation building pad preparation as recommended, 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
ffigofthenativesandsoilsandamodu1usof200pcimaybeusedfor
suitable imported structural fill. Foundations subject to frost should be at least 36 inches below
the finished grade.
Aqy stcqwallq or retaining walb $ho-uld be dEsrgqed ta resist laleral earta pressures, Fqr baqklll
consisting of the native soils or imported granular, non-free draining, non-expansive material, we
recommend that the walls be designed for an active equivalent fluid unit weight of 50 pcf in
areas where no surcharge loads are present. An at-rest equivalent fluid 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.
Water sqhrbte sulfates are eemluan to the sorls in Wssterq eoloradq, Therefore, at a sdttutuu,
Type I-II sulfate resistant cement is recommended for construction at this site.
Non-structural Floor Slab and Exterior Flatwork Recommendations
In order to reduce the potential for excessive differential movements, it is recommended that
non-structural floating floor slabs be constructed above a minimum of 24-inches of structural fill
with subgrade preparation, structural fill materials, and fill placement be in accordance with the
Fewdqtien ReQemmendatiqryg SEqtion of this report, It ig recommEnded that Exteriqr flatwork be
constructed above a minimum of l2-inches of structural fiIl.
Drainase Recommendations
Gradins and drainaee are critical for the lons-term oerformsnce of the structure and 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 terr feEt 4rvay frgm thq Structrlrq, It iS alsq recommended that landgcaping within five
feet of the structure include primarily desert plants with low water requirements. In addition, it
is recommended that irrigation, including drip lines, within ten feet of foundations be minimized.
HBET recommends that downspout extensions be used which discharge a minimum of 15 feet
from the structure or beyond the backfill zone, whichever is greater. However, if subsurface
downspout drains are utilized, they should be carefully constructed of solid-wall PVC and should
daylight a minimum qf 15 feqt frqm thp strygturq, In addition, al impermeable membrane iS
recommended below subsurface downspout drain lines. Dry wells should not be used.
Onsite Wastewater Treatment Svstem Feasibilitv
In order to evaluate the site soils for onsite wastewater treatment, percolation testing was
conducted at the site in accordance with Garfield County regulations, The percolation rate in the
native soils was determined to be approximately 40 minutes-per-inch. The percolation testing
data are included in Appendix C.
ln accordance with Garfield County regulations, a percolation rate of between 5 to 60 minutes-
per-inch is required for soils to be deemed suitable for onsite wastewater treatment. Therefore,
based upon the results of the percolation testing, HBET believes that the native soils are suitable
for onsite wastewater treatment.
JZ:V008 ALL PROJECTS\02648 - Tom and Naomi Laidlaw\02648-000 I Parcel 2 I 8 I 05300294V00 - Geo\02648-0001 LR060623.doc
Parcel 218105300294
#02648-000i
06t06123
ln addition to the percolation rate of the subsurface materials, the seasonal high groundwater
elevation is an important factor in determining the suitability of the site for Onsite Wastewater
Treatment Systemi. For OWTS suitability, the seasonal high groundwater elevation should be at
least four fiet below the bottom of the- proposed absorption bed. As discussed previously,
grouldwater was not cncountered at ttre iime ot'the investigation. However, based upon the
firoximity of tho site to thc Coloradu River, the seasnnal high groundwator slevation likely
matches the seasonal high water level in the river. In accordance with Garfield County
regulations, the bottom oi th" Soil Treatment Area (STA) will need to be at or above the 100
year flood elevation (determined by others).
General Notes
The recommendations included above are based upon the results of the subsurface investigation
and on our local experience. These conclusious aud recommendations arc volid only for the
proposed construction.
As discussed previously, the subsurface conditions encountered at the site were slightly variable-
However, the precise nature and extent of any subsurface variability may not become evident
u'til construction. As a result, it is recommLnded that HBET provide construction materials
testing and engineering oversight dwing the entire construction process. ln addition, the builder
and airy subcJntracto[ workiirg ott thi prnject should bc provided a copy. of this report and
informed of the issues associated with thl pi"s"ttc" of moisture sensitive subgrade materials at
this site.
It is important to note that the recommendations herein are intehdgd to -refuce the risk Qf
d",sr"us. astociot"d *it!, vol4t*e qhanee q.f ihe
i lone-te_,rm chaneqs in subsurfqce moiFlare
efieq or vofume chgnse.. Where significant
ce moisture occqr due to onor nradifg_, imltoner stormwalet
r gthe'"aose.' eith"' durioe constry"tio!
eryt= incnes p,f movemelt are ogssibl:' Ip
ndgtions in lhis le-ort releases Huddleston-
liabilitv with reeard to thg sWcture " "ormance.
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.
Respectfully Submitted:
Iluddleston-Berry Engineering and Testing' LLC
Michael A. Berry, P.E' , '
Vice President of Engineering
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4
Z:V008 ALLpROJECTS\02648 - Torn andNaomi Laidlaw\02648-0001 Parcel 218105300294900'Geo\02648-0001 LR060623'doe
FIGURES
GlqPghlic,Het* Garfielci County, CO
Location
D ate cr e ated: 4 / 21J 2023
Last Data Uploadedl. 4/21/2O23 2:07:23 AM
FIGURE 1
Site Location Map
Deverooed bv{;:} Fg$fg'df l
6qPuhlic,llGt'' Garfield County, CO
FIGURE 2
Site PlanD ate cr e atedt 4 / 2!/2Q23
Last Data Uploaded:4/2!/2023 2:07:23 AM
D eve roned bv1$) Fsltg}"^drt
APPENDIX A
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Laboratory Testing Results
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Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
GRAIN SIZE DISTRIBUTION
CLIENT Tom and Naomi Laidlaw PROJECT MME Parcel 218105300294
PROJECT NUMBER 02648-0001 PROJECT LOCATION SiIt. CO
U.S. SIEVE IN INCHE$ I U.S. SIEVENUMBER$HYDROMETER3461420 30 40
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0
10 1
GRAIN SIZE IN MILLIMETERS
0.1 0.01 0.001
COBBLES GRAVEL SAND SILT OR CLAY
coarse flne coarse medium fine
nII't?
\1
1
I
ll \q
\
I )
\
Specimen ldentifi cation Classification LL PL PI Cc Cu
o TP4, GB-l 4t24 WELL-GRADED SAND with SILT and GRAVEL(SW-SM)NP NP NP 1.88 12.90
tr TP-s, GB.l 4t24 LEAN GLAYwith SAND(CL)u 1g 15
Speeimen ldentification D100 D60 D30 D10 %Gravel %Sand o/oSilt o/oClay
o TP*4, GB-l 4124 37.5 0.964 0.368 26.9 63.1 10.0
tr TP-s, GB-1 4t24 2 0.0 15.9 u.1
Huddleston-Berry Engineering & Testing LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
AfiERBERG LIMITS' RESULTS
CLIENT Tom and Naomi Laidlaw PRq'ECT NAME Parcel 218105300204
PROTECT NUT BER 02648-0001 PROJECT LOCATION SiIt, CO
@
P
L
A
S
T
I
c
I
T
I
N
D
E
X
50
40
30
20
10
CL.ML @ @
40 100
LIQUID LIMIT
Specimen ldentification LL PL PI #200 Ctassification
o TP,4, GB-l 4t24 NP NP NP 10 VlrEtt-cRADED SAND with SILT and GRA\/EL(SW€M)
E TP.s, GB-t 4124 u 19 15 84 LEAN GLAYwith SAND(GL)
Foq
6
5
v,f
Fz
6
Lo
sNoooQ6
a
N
N
D
@
o5
Fzo
N
Jt!ot
I
z
aEFaJoozo(.)
Huddleston-Berry Engineering & Testing, LL,C
2789 Riverside Parkway
Crrand Junction, CO 81501
970-255-8005
CONSOLIDATION TEST
CLIENT Tom and Naomi Laidlaw PRo.TECT NAME Parcel 218105300294
PRO'ECT NUMBER 02648-0001 PRO'ECT LOCATION SiIt, CO
4.4
4.6
4.8
5.0
5.2
5.4
s
2
uF(t)
5.6
5.8
6.0
6.2
6.4
6.6
6.8
7.0
100 1,000 10
STRESS, psf
Specimen ldentification Ta MC%
)
\
\
\
\
\
\
\
\
\
)
\
\
\
\
\
\
\
()
o TP-s, MC-l 2.O
Classification
99 22
o6o
"56
No
zo
F(-)
o
Eoo
Huddleston-Berry Engineering & Testing, LLC
2789 Rivemide Parkway
Grand Junction, CO 81501
970-255-8005
MOISTU RE.DENSITY RELATIONSH IP
CUENT Tom and Naomi Laidlaw PR(NECT NAME Parcel 218105300294
PROJECT NUMBER 02648.0001 PROJECT LOCATION sitt. co
Sample Date:
Sample No.:
Source of Material:
Description of Material
N2412023
145 TP.5-GB.1
LEAN GI.AY with SAND(CL)
Test Method (manual):ASTM D698A
140
135 TEST RESULTS
Maximum Dry Density 105.0 PCF
Optimum Water Gontent 18.5 %
130
125
GRADATTON RESULTS (% PASSING)
#200 #4 3t4"
84 100 100
ootF
=z
uJo
to
ATTFPRtrPI? I IMlT_q
1 20
LL PL PI
15u19
115
Curves of 100% Saturation
for Specific Gravity Equalto:
110
2.80
2.70
2.60
105
100
95
90
5 15
WATER CONTENT, %
0 10 20 25 30
APPENDIX C
Percolation Testing Results
PERCOLATION TESTING
STP322rluoctcston-bcrry
fngincc(itrg & 'fc:{iiIgt t-l-C
Project Name: Parce|218105300294 Location:sitt, co
Testing Conducted By: T, Collins
Suporvising Engineer; M, Berry
TEST PIT DIMENSIONS
SOIL PROFILE
02648-0001
1
Project No.
Test Pit No.
Date:
Length
(ff)
widrh
(fi)
Depth
(ft)
Water Level Depth (ff)
Oepth (ft)Not Enesuntered
8,0 X
Depth
{ft}Description Remarks
0-1 Sandv Clav with Orqanics (TOPSOIL)
1-8 Lean CLAY (cl), brown, moist, medium stiff
Test Number: 1
Top of Hole Depth:--f (tt)
Diameter of Hole: 3 (in)
Lrepln or Frore; tY (tn)
Tirne
(min.)
Wat6r
Depth
(in.)
Change
(in.)
0 1,5
10 2 0.5
20 2.25 0,25
30 3 0.75
40 3.25 0.25
50 3.5 0.25
60 3.75 0.25
70 4 0.25
80 4.25 0.25
90 4.5 0.25
100 4.75 0.25
1{0 0,2
,1?A , 6,t5 0;?6
40Rate (minlin)
Test Number'. 1
Top of Hole Depth:-f ttl
Diameter of Hole: 3 (in)
ueprn oT nore: 15 (tn)
40
Test Number: _
Top of Hole Depth:
-
(ft)
Diameter of Hole: _(in)
uepm or Frore: _(tn)
Tinne
{min,)
Water
Depth
(in.)
Change
(in.)
0 1.875
10 2.375 0.5
20 2.875 0,5
30 3.125 0.25
40 3.375 0.25
50 3.625 0.25
60 4.125 0.5
70 4.625 0.5
80 5.125 0.5
90 5.375 0.25
100 5.625 0.25
110 5,875 0.25
120 6,125 0.25
40
Time
(min.)
Water
Depth
(in.)
Change
(in.)
Average Percolation Rate (min/in):
Rate (min/in)Rate (min/in):
PERCOLATION TESTING
sTP322Ifuddlestnn-Berry
f4ugi$ccri{g & Tcsrirtg" Lf..(:
Project Name: Parcel 218105300294 Location silt, co
Testing Conducted By:
Supervising Engineer:
TEST PIT DIMENSIONS
SOIL PROFILE
Test Number: I
Top of Hole Depth:Tttt)
Diameter of Hole:
Depth of Hole:
3 (in)
1s (in)
Tirne
(min.)
Water
Dep.th
(in.)
Change.
(in.)
0 1.375
10 2.125 0.75
20 2.625 0.5
30 3.125 0.5
40 3.375 0.25
50 3.625 0.25
60 3.875 0.25
70 4.125 0.25
80 4.375 0.25
90 4.625 0.25
100 4,875 0.25
110 5.12,5 0.25
120 5.375 0.2s
40Rate (min/in)
T. Collins
M. Berry
Test Number: _
Top of Hole Depth:
-
(ft)
Diameter of Hole: _ (in)
Depth of Hole: _ (in)
Test Number;
Top of Hole Depth:
-
(ft)
Diameter of Hole: _ (in)
Depth of Hole: _ (in)
Length
(fr)
width
(ft )
Depth
(f0
Water Level Depth (ft)
Depth ('ft),Not Eneountered
5.0 X
Depth
.tft)Description Remarks
0-1 Sandv Clav with Orqanics (TOPSOIL)
1-5 Lean CLAY (cl). brown, moist, medium stiff
Tlme
(min.)
Water
Depth
tin.)
Ghange
{in.)
Water
Depth
fin.)
Change
(in.)
Time
(min,)
I
Average Percolation Rate (min/in):
Rate (min/in):Rate (min/in):
PERCOLATION TESTING
sTP-322ntll.l(ll€S[on-I'erry
]aiglncerirlg & Tcltitg, t,I-f"'
Project Name: Parce|218105300294 Location:silt, co
Testing Conducted By: T. Collins
Supervising Engineer: M. Berry
TEST PIT DIMENEIONE
SOIL PROFILE
TP-3Test Pit No.
Date:
Length
(ft)
widrh
(fr)
Depth
(ft)Depth (ft)Not Encountered
5.0 X
Depth
(ft)Deseription Remarks
0-1 Sandy Clay with Organics (TOPSOIL)
1-5 Lean CLAY (cl), brown, moist, medium stiff
Test Number: 1
Top of Hole Depth:--f (tt)
Diameter of Hole: 3 (in)
n^^+L ^J Lr^r^.
-m
/i.-\utrPr.il ur rruru. to UIl,
Time
(min,)
Water Change
(in.)
0 1.5
10 2 0,5
20 2.25 0.25
30 tq 0.25
40 2.75 0.25
50 3 0.25
60 3.25 0.25
70 3.5 0.25
80 3.75 0.25
90 4 0.25
100 4.25 4.25
1,1'0
fia 4.75 O.2:,5
40Rate (min/in):
Test Number: 1
Top of Hote Depth:Ttnl
Diameter of Hole: 9_ (in)_^uepur or nore: t6 (tn)
Test Number:
Top of Hole Depth:
-
(ft)
Diameter of Hole; _ (in)
Depih of Hoie: _ (in)
40
Time
(min.)
Water
Dep.th
(in.)
Change
{in.}
0 1.5
10 2 0.5
20 2.25 0.25
30 .E 0.25
40 2.75 0.25
50 3 0.25
60 3.25 0.25
70 3.5 0.25
80 3.75 0.25
90 4 0.25
100 4.25 0.25
1't0 0.25
120 4.75 0.25
40
Time
(min,)
Water
Depth
(in.)
ehange
Average Percolation Rate (min/in):
Rate (min/in):Rate (minlin):