HomeMy WebLinkAboutEngineer's Report,Inw t
Colleen Wirth
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Attachments:
Follow Up Flag:
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I
Vance King <vanceking@civcoengineering.com >
Monday, May 5, 2025 2:16 PM
Colleen Wirth; Gonzalez, Karen
jamiebeyes@gmail.com
RE: BLMF-04-25-9183 - SUTHERLAND manufactured home at279 Mohawk Dr is UNDFR
REVIEW
Westbrook Soils Report.pdf
Follow up
Flagged
Hello Colleen,
Here is the Geotechnical lnvestigation Report that my plans reference.
Thanks,
Vonce King
CIVCO Engineering, Inc.
PO Box 1758
Verrcl, UT 84078
435-789-5448
vanc ek i ng@ c ivco eng i nee r i ng. co m
From: Col leen Wirth <cwirth @ga rfieldco untyco.gov>
Sent: Monday, May 5,2025 1:29 PM
To: Gonzalez, Karen <Ka ren.Gonzalez@ClaytonHomes'com>
Cc: Vance King <va nceking@civcoengineering.com>; ja miebeyes@gmail.com
Subject: BLMF-04-25-9183 - SUTHERLAND manufactured home at279 Mohawk Dr is UNDER REVIEW
N
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cfr you don't often get email from cwirth@sarfieldcountvco.gov. Learn whv this is important
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RE: BLMF-04-25-9183 279 Mohawk Dr, Lot 10 Mineota Rdge' Ftg 1
Courtesy Message for SUTHERLAND Manufactured ADU on Lot '10:
Hetlo, this is Garfietd County Ptans Examiner, Cotteen Wirth, with an update on your buitding apptication review.
l,m activety reviewing your case now and woutd Like to obtain a couple added items for the permanent buitding fite
record.
REQUESTED ITEMS:
1. On S1 .0, CIVCO Engineering references Huddleston-Berry geotechnicaI report dated January 16,
2025. Can you ptease emait an etectronic copy of such report to me at clvirth@garfteldcountyco.gov?
2. Witt the proposed ADU be accessed by homeowner's via the originat existing driveway that also services
the SUTHERLAN D',s primary residence?
2.a. OR witt the ADU be accessed via a separate driveway and a newty created second access location
from Mohawk Drive?
1
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*r*ixu{:f, ht -',[s*rritn*ui' *
'ti.
wnitb the Property Qwn$l AOU Ceriiticate ot Comptiance signed by owners on March 2s,2o2s inctudes
buttet #5 tabeted":utffSrii3nflnev${if;tbi'tine is shown on the futt size entarged site ptan - it remains a
tittte unclear what the watdr tirfe is connecting to????
3.
3.a. Does the water [ine connect to an existing or new private wetl on Lot 10? lf so, do you have a written
copy of an historic or proposed state wetl. Permit demonstrating adequate water suppty to serve a second
dwel.Ling on the tot?
3.b. Does the water line connect to a shared community wett system? lf so, do you have any written letters
of proof from an HOA / Mineota Ridge Property Association (or other appticabte party) tisting evidence the
shared potabte water suppty system a[[ows for an additional ADU at this tocation?
3.c. OR witt the new water [ine connect to a metropotitan district and municipaI water suppty source? lf
so, do you have a 'tap fee' receipt or other formaI correspondence affirming such is approved?
NEXT ACTION STEPS: Please respond to items 1 - 3 as best able. Respond referencing BLMF-04-25-9183
SUTHERLAND, attn: Cotteen Wirth, Plans Examiner, cwirth@garfietdcountyco.gov.
Golteen Wirth
Buitding Plans Examiner
Garfietd Gounty Community Devetopment
108 8th Street, Suite 401
Glenwood Springs, CO 81601
(970) 945-1377 ext 1610
cwi r ltr@ga r{ieldcou ntyco.gov
Staff email addresses are shifting to end in @garfieldcountyco.gov. However, personal names/prefixes on email
addresses will remain the same. Please update our contact information domain.
2
Huddleston-Berry
Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, Colorado 81501
Phone: 970-255-8005
Info@huddlestonberry. com
January 16,2025
Project#O 1303-01 09
Clayton Homes
67123 Road
Grand Junction, Colorado 81505
Attention: Ms. Karen Gonzalez
Subject:Geotechnical Investigation
2T9MohawkDrive
Silt, Colorado
Dear Ms. Gonzalez,
This letter presents the results of a geotechnical investigation conducted by Huddleston-Berry
Engineering & Testing, LLC (HBET) for 279 Mohawk Drive in Silt, Colorado. The site location
is shown on Figure I - Site Location Map. The proposed construction is anticipated to consist of
a new Accessory Dwelling Unit (ADU). The scope of our 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, the southeast portion of the site was occupied by an existing
residence. The remainder of the site was open with undulating terrain. However, the investigated
area, to the north of the existing residence, was fairly flat due to previously conducted grading.
As a result of the grading, vegetation in the vicinity of the proposed construction was mostly
absent. The site was bordered to the north, west, and east by rural residential properties, and to
the south by a rural residential property and Mohawk Drive.
Subsurface Investiqation
The subsurface investigation included six test pits at the site as shown on Figure 2 - Site Plan.
The test pits were excavated to depths of between 6.0 and 8.0 feet below the existing ground
surface. Typed test pit logs are included in Appendix A.
As indicated on the logs, the subsurface conditions encountered at the site were slightly variable.
Test Pits TP-l and TP-2, conducted in the vicinity of the proposed ADU, encountered tan to
brown, moisto stiff to very stiff lean clay with gravel and cobbles soils and lean clay soils that
extended to the bottoms of the excavations, respectively. Groundwater was not encountered in
TP-1 or TP-2 at the time of the investigation.
Test Pit TP-3, conducted in the northeastern portion of the investigated area, encountered 1.0
foot of topsoil above brown to grayish tan, soft, highly weathered claystone bedrock that
extended to the bottom of the excavation. Groundwater was not encountered in TP-3 at the time
of the investigation.
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Test Pit TP-4, also conducted in the northeast portion of the investigated area, encountered tan to
brown, moist, very stiff to hard lean clay soils that extended to a depth of 2.5 feet below the
existing ground surface. The clay soils were underlain by reddish brown to tano soft, highly
weathered claystone bedrock that extended to the bottom of the excavation. Groundwater was
not encountered in TP-4 at the time of the investigation.
Test Pits TP-5 and TP-6, conducted in the vicinity of the proposed Soil Treatment Area (STA),
encountered tan to brown, moist, stiff lean clay soils that extended to a depth of 4.0 feet below
the existing ground surface. The clay soils were underlain by tan to brown, moist, stiff to very
stiff lean clay with gravel and cobble soils that extended to the bottoms of the excavations.
Groundwater was not encountered TP-5 or TP-6 at the time of the investigation.
Laboratorv Testing
Laboratory testing was conducted on samples of the native soils collected from the test pits. The
l: testing included rtatural rnoisture content and density determination, grain-size analysis,
Atterberg limits determination, swell/consolidation testing, and maximum dry density and
optimum moisture content (Proctor) determination. The laboratory testing results are included in
.- Appendix B.
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The laboratory testing results indicate that the native clay soils are slightly plastic. In addition,
the native clay soils were indicated to be slightly collapsible, with up to approximately l.\Yo
collapse measured in the laboratory.,,*
l''q Due to the degree of weathering/fracturing of the material, undisturbed samples of the claystone
{* h^,{*^^L ",---,,-^hl- i^ L^ ^^ll^^+^l f^- -,,,^ll/^^--^l:l^+:^- +^-+:-- LI^.,,^,,^- L^-^l ,,^^- ^,,-
tl' # il;il; J" -',n',i " . r"r uil." ffi '*ffi ;ffi i ;il il;il'' "oii"i-'',.,' ;''[ ;;; J-;#ffi il;
}lt the site is anticipated to be slightly to moderately expansive.
Foundation Recommendations
Based upon the results of the subsurface investigation and nature of the proposed construction,
shallow foundations are generally recommended. Spread footings and monolithic (turndown)
structural slab foundations are both appropriate alternatives. However, as discussed previously,
the native clay soils are slightly collapsible. 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 structural fill. However, the
f^,,-.{-+i^-- -l^^,,1I L^ ^^^^-^+^l f-^* +L^ ^l^,,^+^-^ L^l-^^|. ^ *:-:*,,'- ^c Aa 2^^L^^rvurruqlrvrrJ Jrruulu uv JlPorctriy|lt rr\Jrrr Lrrv vr(lJJL\Jrrg ugLtlrJvI\ 4lttlttilltuttl ut.+o-iltvtl(;J,
The native clay soils, exclusive of topsoil, are suitable for reuse as structural fill. In general, the
claystone bedrock materials are not suitable for reuse as structural fill. Imported structural fill
should eonsist of a- gra-nula-r, non-expansive, non-free d-rsining material with greater than !}o./a
passing the #200 sieve and Liquid Limit of less than 30. However, all proposed imported
structural fill materials should be approved by HBET.
2Z:\2008 AIL PROJECTS\01303 - Clayton Homes\o1303-0109 279 Mohawk Drive\200 - Ceo\o1303-01 09 LRol l625.doc
279 Mohawk Dr
#01303-0109
0U16125
Huddleston-Berry
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 turndown edges. Structural fill should extend laterally beyond the edges of the
foundations a distance equal to the thickness of structural fill for both foundation types.
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 95oh of the standard Proctor maximum dry density, within t 2o/o of the optimum
moisture content as determined in accordance with ASTM D698. Structural fill should be
moisture conditioned, placed in maximum 8-inch loose lifts, and compacted to a minimum of
95Yo of the standard Proctor maximum dry density for fine grained soils and 90o/o of the modified
Proctor maximum dry density for coarse grained soils, within + 2%o of the optimum moisture
content as determined in accordance with ASTM D698 and D1557, respectively.
Structural fill should be extended to within 0.l-feet of the bottom of the foundation. No more
than O.l-feet of gravel should be placed below the footings or turndown edge as a leveling
course.
For structural fill consisting of the native 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 structural
fill consisting of the native 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 common to the soils in Western Colorado. Therefore, at a minimum,
cement adequate for Sulfate Exposure Class Sl is recommended 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 equivalent active fluid unit weight of 45 pcf in
areas where no surcharge loads are present. An at-rest equivalent fluid unit weight of 65 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 Flatwork Recommendations
In order to limit the potential for excessive differential movements of slabs-on-grade it is
recommended that non-structural floating floor slabs be constructed above a minimum of 18-
inches of structural fill with subgrade preparation and fill placement in accordance with the
Foundation Recommendations section of this report. It is recommended that exterior flatwork be
constructed above a minimum of 12-inches of structural fill.
Ensin...ina & T.ilhg, l-t,C
JZ:UOO8 ALL PROJECTS\o1303 - Clayton Homes\01303-0109 279 Mohau'k Drive900 - Go\o1303-0109 LRoll625.doc
279 Mohawk Dr.
#01 303-0 I 09
01116125
Drainage Recommendations
Huddlsston-BcrrJ'
Grading and drsinage sre criticsl to the long-term nerformance of the structure. Grading
around the structure should be designed to carry preuipitation 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 structure include primarily desert plants with low water requirements. In addition, it
is recommended that automatic irrigation, including drip lines, within ten t-eet of tbundations be
minimized.
HBET recommends that surface 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 of 15 fent from the stnrcture, In addition, an impermeahle
membrane is recommended below subsurface downspout drains. Dry wells should not be used.
In order to limit the potential for surface moisture to adversely impact the structure, 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
drain at the bottom of the foundation (at the highest point). The perimeter drain should slope at a
minimum of 1.0Yo to daylight or to a sump with pump. The drain should also include an
impermeable membrane at the base to limit the potential for moisture to infiltrate vertically down
below the foundations.
General Notes
The recommendations inciuded above are boseci upon thc rcsuits of thc subsurfacc invcstigation
and on our local experience. These conclusions and recommendations are valid only for the
proposed construction.
As discussed previously, the subsurface conditions encountered at the site were slightly variahle.
However, the precise nature and extent of subsurface variability may not become evident until
construction. As a result, 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 infurmed
of the issues associated with the presence of moisture sensitive subgrade materials at this site.
It is imnortsnt to note that the recommendaiions herein are intended io reduce ihe risk of
slructural movemenl and/or domope- lo desrees. associated with volume chanse of the
native soils and claystone bedrock. However, HBET cannot oredict lone-term changes in
subsurfsce moisture conditions and/or the precise magnitude or extent of volume change.
Whnrn sio-iGnn-| i-^-^-.^- ih 61,h-"-4'-^^^^i-1,,-^ l,.a ta -^^- *-^.1:-- :^^-^^^-ttaatata4, c I,LLur u4c aat ttttttr Y, uuata{. ,trtttt atttet
stormwater management, utilitv line failure, excess imigation, or other cause, either during
construction or the result of actions of the owner, severul inches of movement ure
possible. In addiliutt, unv fuilure lu cumolv with the recummendutions in this repurt releuset
Haddleston-Berrv Ensineerino & Tcslins- L of anv liabilitv with resard to the structure
Engin..ring &'Icari.!. t.l.C
performance.
4Z:U008 AIL PROJECTS\o1 303 - Clayton Homes\o1303-01 09 279 Mohawk Driveg00 - Geo\o1 303-0109 LRol 1625.doc
279 Mohawk Dr
#01303-0109
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Huddleston-Berry
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:
Huddleston-Berry Engineering and Testing, LLC
Michael A. Berry, P.E.
Vice President of Engineering
5z:u008 ALL PROJECTS\01303 - Clayton Homs\01303-0109 279 Mohawk Drive\200 - Go\01303-0109 LRol l625.doc
FIGURES
Location
FIGURE 1
Site Location Map
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FIGURE 2
Site Plan
APPENDIX A
Typed Test Pit Logs
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Huddleston-Berry Engineering & Testing, LLC
2789 Riverside Parkway
Grand Junction, CO 81501
970-255-8005
TEST PIT NUMBER TP.6
PAGE 1 OF 1
CLIENT Clavton Homes PROJECT NAME 279 Mohawk Drive
PROJECT NUMBER o 1303-0'109 PROJECT LOCATION SiIt, CO
DATE STARTED 12127124 COMPLETED 12t27124 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTMCTOR Client GROUND WATER LEVELS:
AT TIME OF EXCAVATION
AT END OF EXCAVATION
AFTER EXCAVATION .--
EXCAVATION METHOD Trackh/Backhoe Drv
LOGGEDBY TC CHECKEDBY MAB Drv
NOTES
=F
TL
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MATERIAL DESCRIPTION
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Lean Clay with Organics (TOPSOIL)
Lean CLAY (CL), tan to brown, moist, stiff
Lean CLAY with Gravel and Cobbles (clg), tan to brown, moist,
stiff to very stiff
Bottom of test pit at 6.0 feet.
APPENDIX B
Laboratory Testing Results
N
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Huddleston-Berry Engineering & Testing, LLC GRAIN SIZE DISTRIBUTION
Riverside Parkway
Grand Junction, CO 81501
970-255-8005
CLIENT Clavton Homes PROJECT NAME 279 Mohawk Drive
PROJECT NUMBER 01 303-0 1 09 PROJECT LOCATION
U.S, SIEVE OPENING IN INCHES6 4 3 21.5 1314
U,S. SIEVE NUMBERS HYDROMETER
3 4 6 81014 20 30 40
FIo
LrJ
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t
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100
95
90
85
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
100 0 1
GRAIN SIZE IN MILLIMETERS
0.1 0.01 0.001
1 )J-I-1IT
COBBLES GRAVEL SAND SILT OR CLAY
coarse fine coarse medium fine
Specimen ldentification Classification LL PL PI Cc Cu
o TP-2, GB-l 12t13 LEAN CLAY(CL)29 18 11
Specimen ldentification D100 D60 D30 D10 %Gravel %Sand %silt %Clay
o TP-2, GB-l 12113 1.18 0.0 8.6 91.4
Huddleston-Berry Engineering & Testing, LLC ATTERBERG LIMITS' RESULTS
I
970-255-8005
CLIENT Clayton Homes PROJECT NAME 279 Mohavvk Drive
PROJECT NUMBER PROJECT LOCATION
P
L
A
S
T
I
c
I
T
I
N
D
E
X
50
40
30
20
10
CL-ML @ @
0
00
LIQUID LIMIT
Specimen ldentification LL PL PI #200 Classification
a TP.2, GB.1 12113 29 18 11 91 LEAN CLAY(CL)
N
N
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Huddleston-Berry Engineering & Testing, LLC
2789 fuverside Parkway
Grand Junction, CO 81501
970-255-8005
CONSOLIDATION TEST
CLIENT Clavton Homes PROJECT NAME 279 Mohawk Drive
PROJECT NUMBER 01 303-01 09 PROJECT LOCAI]ON
s
2
v.F
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1.2
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.0
3.2
3.4
3.6
3.8
4.0
4.2
100 1,000 10,000
STRESS, psf
Specimen ldentification Ta MC%
()
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Classification
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Huddleston-Berry Engineering & Testing, LLC
2789 ltverside Parkway
Grund Junction, CO 81501
970-255-8005
MOISTU RE-DENSITY RELATIONSH I P
PROJECT NAME 278 Mohaurk Drive
PROJECT NUMBER 01303.0109 PROJECT LOCAI]ON SiIt. CO
CLIENT Clayton Homes
JI
\
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Sample Date:
Sample No.:
Source of Material:
Description of Material
12t13t2024
24-0846
145 TP.z. GB.I
LEAN CLAY(CL)
Test Method (manual):ASTM D698A
140
135 TEST RESULTS
Maximum Dry Density 110.5 PCF
Optimum Water Content 15.5 %
130
125
GRADATION RESULTS (% PASSING)
#200 #4 314"
91 100 100
oatF6z
trJo
E.o
ATTERBERG LIMITS
1 20
LL PL PI
29 18 11
115
Curves of 100% Saturation
for Specific Gravity Equal to:
110
2.80
2.70
2.64
105
100
95
5 15
WATER CONTENT, %
90
0 10 20 25 30