HomeMy WebLinkAboutSoils Report 04.01.2003RECEIVED
JUL 18 20t8
GARFIELD COUNTY
COMMUNITY DEVELOPMENT
G EOTECHN ICAL INVESTIGATION
PROPOSED SHANER RESIDENCE
35 AGRE PARCEL
COUNTY ROAD 342
GARFIELD COUNTY, COLORADO
Prepared For:
MR. GREGORY SHANER
11749 GountY Road 311
s¡lt, co 81652
Kurt & Annette Harvey
330 Gounly Road 342
silt, co 81652
Job No. GS-3862
April 1, 2003
CTL/THOMPSON, INC,
CONSULTING ENGINEERS
234 CENTER DFtlvE r GLÉNWOOD SPRINGS', COLORAD() 81601 I {97O) 94s-28O9
EE
3.
4.
MR. GREGORY SHANËR
SHANER RESIDENCE
CTUT JOB NO, GS.3862
compacted, structuralfill. Design and construction criteria for both
foundation alternatives are presented in the report'
We judge potential risk of differential movement and associated
Oamãgiw¡it be low for slab-on-grade construct¡on supported by the
sandf clay soil and sandstone
-bedroclt at this site if wett¡ng of the
subsä¡ls iå prevented. Slabs'on;grade supported Py.13 feetthick mat
of densely compacted, structural fill may'perform better than slabs on
the native solls and bedrock.
surface drainage should be designed to provide for rapid removal of
surface wateraway from the proposed residence. Afoundation drain
should be installed around the basement'
SITE CONDITIONS
The Shaner Residence is planned on a 35 acre parcel southwest of the
intersection of County Road 324 and County road342in Garfield County' Colorado'
The building envelope is in the northwest part of the property. The ground surface
within the building envelope generally slopes down to the southeast at grades
between 5 and 10 percent. The site is currently irrigated hayfield' No buildings were
present on the subiect lot.
we observed a circular depression approxlmately 3 feet ¡n diameter and 3
feet deep about 200 feet east of the building site' The formation mechanism of the
depression is unknown. we recommend thatwe directexcavation of an exploratory
pit in the depression when excavation equipment is on-site for eonstruction of the
residence.
PROPOSED CONSTRUCTION
Buildlng planswere notdeveloped atthis writing' we anticipate the proposed
Shaner Residence will be a one or two-story, wood-frame bu¡lding with a walk-out
2Kurl & Annelte Harvey
330 County Road 342
silr, co 81652
EI;
basement and an attached garâge. The basement floorwill likely be constructed as
a slab-on-grade near elevation 6292 feet. We expect excavation depths on the
order of 7 to I feet to attain foundation elevation at the northwest side of the
residence. Maximum foundation toads assumed forouranalysis were 3'000 pounds
per lineal foot of foundation walland maximum column loads of 30 kips' lf actual
construction will differ significantly from the descriptions above, we should be
informed so that we can revise our recommendations and/or design criteria, if
necessary
SUBSURFACE CONDITIONS
subsurface conditions below the planned shaner Residence werë
investigated by drilling two exploratory borings atthe approximate locations shown
on Figure l. The borings were advanced with 4 inch diameter, solid stem auger and
an att-terrain drill rig. Drilling operations were directed by our laboratory/field
managêrwho logged the soils and bedrockencountered inthe borings and obtained
samples for testing in our laboratory. Samples obtained in the field were returned
to our laboratory where field classifications were checked and typical samples
selected for testing. Graphic logs of the soils and bedrock found in our exploratory
borings are shown on Figures 2 and 3'
subsoils encountered in our exploratory borings TH-l and TH'2 consisted of
lfootofsandyclay..topsoil',and4andTfeetofsandyclayunderlainbysandstone
bedrock to the total explored depth of '19 feet below existing ground surface' Free
ground water was not found in our exploratory borings during drilling operations'
Results of field penetration resistance tests and observations during drilling
indicated the sandy clay was stiff to very stiff and the sandstone was hard to very
hard. one sample of the clay selected for one-dimensional, swell-consolidation
testing exhibited 0.7 percent swell when wetted under an applied load of 1'000 psf'
MR. GREGORY SHANER
SHANÉR RESIDENCE
CTUT JOB NO. GS.3862
3Kufl & Annette Haivey
33-0 CounlY Road 342
""€Íft'€o
glosz
Et¡
Swell-consolidation test results are shown on Figure 4 and laboratory testing is
summarized on Table l.
SITE EARTHWORK
9i.kt Grading
Fill may be required in some parts of ths site. Areas which will receive fill
should be stripped of vegetation, organic soils and debris. The resulting surface
should be scarified to a depth of at least I inches, moisture conditioned and
compacted. ïheon-sitesoilsfreeoforganics,debrisandrockslargerthan4inches
in diameter can be used as f¡ll. Fillshould be placed in loose lifts of 10 inches thick
or less and moisture treated to between 2 percent below and 2 percent above
optimum moisture content. Fill under pavements and exterior concrete flatwork
should be compacted to at least 95 percent of standard Proctor (ASTM D 698)
maximum dry density. Fill placed in landscaped areas should be compacted to at
least90 percentof ASTM D 698 maximurn drydensity. Fill placed below interiorfloor
slabs should be compacted to at least 98 percent of A$TM D 698 maximum dry
density. Density and moisture content of fillshould be checked by a reprêsentative
of our firm.
Excavations
Excavations for the building foundation and utilities will be within the sandy
clay overburden soils and the sandstone bedrock. Excavations in the sandy clay
soils can be accomplished using conventional, heavy-duty excavation equipment.
Excavations into the sandstone bedrock may be facilitated by, or require, a
pneumatic hammer attachment on the trackhoe. Excavation sides will need to be
sloped or braced to meet local, state and federalsafety regulations. We believe the
native sandy clay will classify as a Type B soil based on OSHA standards governing
MR. tSREGORY SHANER
SHANER RESIDENCE
CTUT JOB NO. GS.3862
Kurt & Annelte Harvey
330 County Road 342
silr, co 81652
4
EI:
excavat¡ons. The sandstone bedrock would likely classify as stable rock unless a
high degree of fracturing resulted in a Type A classification. Temporary excavation
slopes deeper than 5 feet should be no steeper than 3/4 to 1 (horizontal to vertical)
in Type A soils and 1 to 1 in Type B soils. Excavations in stable rock can be near
vertical. contractors should identify the soits encountered in the excavation and
refer to osHA standards to determine ¿¡ppropriate slopes.
Soils removed from an excavation should not bestockpiled atthe edge of the
excavation. we recommend the excavated soils be placed at a distance from the top
of the excavation equal to at least the depth of the excavation.
Free ground water was not encountered in our exploratory borings during
drillingoperations. wedonotanticipateexcavationsforfoundationsorutilitieswill
penetrate ground water, however, excavations should be sloped to a positive
gravity outfall ortoa temporarysumpwhere water can be removed by pumping' The
ground surrounding excavations should be sloped to direct runoff away from the
excavations.
Sub-Excavation
our subsurface information indicates thatthe sandy clay soil and sandstone
bedrockarepresentatanticipatedfoundationelevationforthe$hanerResidence.
ln general, supporting a building entirely on similar soils reduces potential for
differential movement of foundations and floor slabs' The ristt of differential
setflement of foundations and floor slabs can be reduced if footing loundations are
Supported. by a minimum 3 feet thick mat of densely compacted' structuralfill'
A tecnnique involving removal (i.e. sub-excavation) of the native soils and
bedrock to a depth of at least 3 feet betow foundation elevation and replacement
with densely Compacted, structuralfill could be used to enhance foundation and
MR. GREGORYSHANÊR
SHANER RESIOENCÉ
CTUT JOB NO. GS.3862
Kurt & Annette Harvey
330 county Road 342
silr, co 81652
5
floor slab performance. The bottom of the sub-excavated area should extend
laterally at least 2 feet outside the bu¡lding footprlnt.
The bottom of the sub-excavated area should be scarified to a depth of at
least I inches, moisture conditioned and compacted. The excavated soils free of
organics, debris and rocks larger than 4 inches in diarneter can be re-used as
structural fill. The clay and broken up sandstone should be mixed to a fairly uniform
material. Strueturalfill should be moisture treated to between 2 percent below and
2 percent above of optimum moisture content and compacted to at least 98 percent
of standard Proctor (A,STM D 698) maximum dry density. Additional moisture
required to increasetheexisting moisture contenttothespecified moisture content
shouldbeuniformlymixedintothefillsoilpriortocompaction. Theactualthickness
of fill lift that can be properly compacted will depend on the type of compaction
equipment. We recommend use of a large, sheepsfoot compactor' ln order for the
procedure to perform properly, close control of structural fill placement to
specifications is required. Our representative should check density and rnoisture
content of structural fill during placement.
FOUNDATIONS
We expect sandy clay soil and sandstone bedr.ock are present at anticipated
foundation elevation for the Shaner Residence. We believe construct¡ng the
residence on footing foundations supported by the sandy clay soil and sandstone
bedrock will result in reasonable performance of the building. Preventing wetting
. of the subsoils below and adjacent to the building will be important to reduce risk
of differential movement. An alternative to reduce the risk of differential settlement
would be to support foundations on a minimum 3 feet thick mat of densely
compacted, structural fill. The sub-excavation process is outlined in the Stlþ'
Excavation section. Design and construction criteria for both foundation
alternatives are presented below.
MR. GREGORY SHANER
SHANER RESIDENCE
CTUT JOB NO, GS.3862
Kun & Annetle Harvey
330 County Road 342
silr, oo 81652
þ
Footinqs on Clay/Sandstone
a,
3.
4-
5.
Footings on Structural Fill
3
MR. GREGORY SHANER
SHANER RESIDENCE
cruT JOB NO. GS-3862
1 Footings supported by the native clay soil and sandstone bedrock
should-be designed foia maximum soil bearing pressure of 3,000 psf.
Soils loosened during the forming process for the footings should be
removed or re-compacted prior to placing concrete'
Continuous wall footings should have a minimum width of at least 16
inches. Foundations ior isolated columns should have minimum
dimension s otZ4inches by 2[inches. Largersizes may be required,
depending uPon foundation loads'
Grade beams and foundation walls should bewetl reinforced, top and
bottom, to span undisclosed loose or soft soil pockets' We
recom m end rei nforcement s ufficient to spa n an uns u ppgrted distance
of at least 12 feet. Reinforcement should be designed by the
structural engineer considering the effects of lateral loads on wall
performance.
The soils under exterior footings should be protected from freezing'
We recommend the bottom of footings be construc-ted at least 36
inches below exterior grades forfrost protection' The Garfield Gounty
bu ilding department sÉould be consulted to verify the required depth'
The completed foundation excavation should be inspected by a
,"pr"r.ni"tive of our f¡rm prior to placing concrete_forms to confirm
thät subsoils are suitable for support of designed footings.
1
2
Footings supported on densely compacted, structural fillshould be
designed for a mai¡mum soil-bearing pressure.of 3,000 psf on the
structural fill. soils loosened during the forming pfocess for the
toJ¡ngt should be removed or re-compacted prior to placing
concrete.
continuous wallfootings should have a minimum width of at least 16
inches. Foundations lor isolated columns should have minimurn
dimension s oÍ 2l¡ncrres by Z|inches. Larger sizes may be required,
depending upon foundation loads'
Grade beams and foundation walls should be well reinforced, top and
bottom,tospanundisclosedlooseorsoftsoilpockets'We
Kun & Annette Harvey
330 County Road 342
s¡lr, co 81652
7
4.
recomm end rei nforcem ent sufficient to s pan an uns u p ported d istance
of at least 12 feet. Reinforcement should be designed by the
structural engineer considêring the effects of lateral loads on wall
performance.
The soits under exterior footings should be protected from freezing'
We recommend the bottom of footings be constructed at least 36
inches below exterior grades forfrost protection. The Garfield Gounty
building departmentshould be consulted to verifythe required depth'
The sub.excavat¡on process should be monitored by a representative
of our firrn. Our representative should check density and mo¡sture
content of structura! fill during placernent-
FLOOR SYSTEM AND SLABS-ON-GRADE
Ftoors in the basement and garage will likely be slabs-on'grade. sandy clay
and sandstone are likely present at the anticipated basement floor elevation' We
judge slab-on-grade construction can be supported on the clay and sandstone with'
low risk of differential rnovement and assoc¡ated damage if wetting of the subsoils
isprevented. Slabs-on-gradesupportedbya3feetthickrnatofdenselycompacted'
structural fill may perform better than slabs on the native soils and bedrock'
Recommendations forsub-excavation are presented in the suþ'Excavation section'
The most positive method to mitigate floor movement is the construction of
a structural floor with an air space between the floor and the subgrade soils' The
structural floor is supported by the foundation system and an excellent choice from
a geotechnical viewpoint. Structuratly supported floors involve additional
construction concerns, such as increased lateral loads on foundation walls'
Werecommendthefollowingprecautionsforslab.on.gradeconstructionat
this site. These precautions will not prevent movement from oçcurr¡ng' they tend
to reduce damage when slab movement occurs'
5.
MR. GREGORY SHANER
SHANER RESIDENCE
crrJl JOB NO- GS-3862
Kurt & Annette Harvey
330 County Road 342
silr, co 81652
I
1
2.
3.
Slabs should be constructed directly on the native soils or structural
f¡ll. Provision of a sand or gravel tayer below the slabs is not
recommended because it increases the possibility of a single source
of water wetting the entire area supporting the slab'
Slabs should be separated from exterior walls and interior bearing
members with slip joints which allow free vertical movement of the
slabs.
underslab plumbing should be eliminated where feasible. where such
plumbing ¡i unavo¡äabte, itshould be pressuretested beforetheslab
is constructed. Plumbing and utilities which pass through slabs
should be isolated from ine sla¡ with sleeves and provided with
flexible connections to slab'supported appliances'
Exterior patio and porch stabs should be isolated from the residence'
These slabs strouiO be well-reinforced to function as independent
units. Movements of these slabs should not be transmitted to the
residence foundations.
Frequent control joints should be.-provided to reduce problems
associated with sírrinkage and curling. our experience indicates
panels which "r" "ppto*imately
square generally n!f1m betterthan
rectangula, areas.'w" advocate use of an additional joint about 3 feet
away trom and parallel to foundation walls'
Kun & Annelte Harvey
330 Counly Road 342
silt, co 81652
4.
5.
#. ;FÉ3: T Si{AfiER
¡iire¡F €SICËÌ*CE
-*- -æ ¡¡:- 3S-1E62
BELOW.GRADE CONSTRUCTION
Foundation walls which extend below-grade should be designed for lateral
earth pressureswhere backrill is not presentto aboutthe same extenton both sides
of the wall. Many factors affect the values of the design lateral earth pressure'
îhese factors includq, but are not limited to, the type' compaction' slope and
drainage of the backfill, and the rigidity of the wallaga¡nst rotation and deflection'
For a very rigid wallwhere negligible or very little deflection will occur' an "at-rest"
lateral earth pressure should be used in design. For walls which can deflect or
ratate 0.5 to I percent of wall height (depending upon the backfill types)' lower
-,active,, lateral earth pressures are appropriate, our experience indicates
basementwalls can deflect or rotate slightly under normal design loads, and thatthis
9
def lection resu lts in satisfactory wa I I perfo rrna nce. Th us, the earth p ress u res o n th e
walts will likely be between the "activê" and "at-rest" conditions.
lf the on-site soil and broken down sandstone are used as backfill, we
recommend design of below-grade walls using an equivalentfluid density of at least
50 pcf for this site. This equivalent density does not include allowances for sloping
backfill, surcharges or hydrostatic pressures. The recommended equivalentdensity
assumes deflection; some minor cracking of walls may occur. lf very little wall
deflection is desired, a higher equivatent fluid density may be appropriate for
design. Our recentexperience indicates mosttypical basementwalls designed with
45 pcf to 50 pcf equivalent fluid density have performed satisfactorily'
The structural engineer shoutd also consider site specific grade restrictions
and the effects of large openings on the behavior of the walls' Backfill placed
adjacent to foundation wall exteriors should be free of organic matter, debris and
rocks larger than 4 inches in diameter. Backfill should be moisture conditioned to
within 2 percent of optimum moisture content and compacted to at least 95 percent
of standard Proctor {ASTM Þ 698) maximum dry density'
Water from precipitation, snow melt and surface irrigation of lawns and
landscaping frequently flows through relatively permeable backfill placed adjacent
to a residence and coltects on the surface of relatively impermeable soils occurring
at the bottorn of the excavation. This can cause wet or moist conditions in basement
areas after construction. To reduce the likelihood water pressure will develop
outside.foundation walls and reduce risk of accumulation of water in basement
areas; We recommend provision of a foundation drain. The drain should consist of
a 4-inch diamgter, open joint or slotted pipe encased in free draining gravel' The
drain should lead to a positive gravity outfall or to a sump pit where water can be
removed by pumping. A typical foundation drain detail is shown on Figure 5'
MR. GRËGORY SHANER
SHANER RESIDENCE
CTUT JOB NO. GS.3862
Kurt & Annette Harvey
330 County Road 342
s¡tt, co 81652
10
SURFACE DRAINAGE
S u rface d rai nage is critical to the perform ance of fou ndations' ffsæ<*rkrË
conçrete flatwork. We recommend the following precautions be obselrl6rf{llfrf
construction and maintained at all times after the Shaner Residerpe iç *¡crfhhÊ
1
2
The ground surface surround¡ng the exterior of tl¡e resiærffi
be Joped to drain away from ihe res¡dence in afi *effi *
i""or*"nd providing t "top"
of at least 12 inclres ir! e ffi#ftÉ
aroundthe residencelwhere possible. ln no casests#æt*h
less than 6 inches in the first 5 feet.
Bac kfi ll adjacent to fou ndation wal I exteri o rs s houhü be *ÉtdÉ
between f percent below and 2 percent above opcinæ Æ
contênt and compacted to at least 95 percent of ffi n!¡EE
maximum dry densitY (ASTM D 698)'
The residence should be provided with roof guttersde#
Roof downspoutS and dråins should dischargeweit heymd*fuiÞ
of all backtiit. Splash blocks and downspout exÞrrsiræ sHh
provided at all discharge Points.
Landscaping should be carefully designed Jo rn1r,aw*æ *tt¡Éffi"
plants used near fou ndation wallé s hould be I imited b rtlræ *}il
moisture requirements; irrigated grass or other lanæry¡qsüÉlå*
com pa ratively large
"m
o, nis of iriigation s hou ld not be åoc*Ëx¡Ë*Ë
5 feet of the foundation. sprin kters shoula not dischargF ttbtsflstt
ofthefoundation.lrrigationshouldbelimitedtotheminirrrræ*mrm
sufficient to maintaiÑegetation; the application of additior¡dr*r
will increase the likelihoód of slab and foundation rnoverrer&'
lmpervious plastic membranes should not be used te cæ fu
ãräunà surfäce immediately surrounding the residence- T?€e
membranes tend to trap moisture and prevent normal evry4ir*,
from occurring. Geotåxtile fabrics can be used to cootrcñ æd
growth and allow some evaporation to occur'
3.
4.
MR. GREGORY SHANER
SHANER RESIDENCE
crL/Î JÔB NO, GS-3862
Kurt & Annelle Harvey
330 County Road 342
silr, co 81652
Ê
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PERÇOLATION TESTING
We were requested to perform percolation test¡ng in the desired location of
the ¡nd¡vidual sewage d¡sposal system (ISDS) at the site' We drilled three
percolat¡on borings {P-1 through P'3) and one prof¡le boring (Profile) at the
approximate locations shown on F¡gure l. Graphic logs of our borings are shown
on Figures 2 and 3.
our representat¡ve prepared and wetted percotat¡on borings on March 20'
2003. we performed percolation testing in the pits on March 21, 2003' our
percolat¡on test results are presented on Figure 6. Test results indicate a design
percolat¡on rate wilt be greater than 60 min/inch. A standard percolation field is not
appropriate at this s¡te. The percolat¡on field should be designed by an eng¡neer
qualified in septic field design. we anticipate shallow bedrock is present below
parts of the planned area of the ISDS'
LIMITATIONS
Our exploratory borings were located tO obtain a reasonably accurate p¡cture
of the subsurface. Variations in the subsurface cond¡tions not indicated by our
borings will occur. We should observe the completed foundat¡on excavation to
conf¡rmthesoilsandbedrockareasanticipatedfromourexploratoryborings' lfthe
sub-excavation and replacement alternatlve is chosen, our representat¡ve should
check density and moisture content of structural fill during placement'
our report was based on conditions disclosed by our exploratory borings'
results of laboratory testing, eng¡neering analysis and our .experience' The
recornmendations contained in this report wére developed based on our
assumpt¡ons about the planned construction. we should be informed if actual
EI:
MR. GRÊGORY SHANER
SHANER RESIDENCE
CTUT JOB NO. GS.3862
Kurt & Annette Harvey
330 County Road 342
silt, co 81652
12
construction will differ significantly frorn the descriptions in the report so thd*t*
can check that our recommendations and design criteria are appropriate-
This investigation was conducted in a manner consistent with füe lÊrñ* d
care and slrill ordinarily exercised by geotechn¡cal engineers currenüy padiÊinç¡
under simitar conditions in the locality of this project. No other warranty. eryeËßs
or implied, is made. lf we can be of further service or if you have çres**xts
regarding this report, please call
CTLITHOMPSON, INC.
G I Engineer
Rev
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MR. GREGORY SHANER
SHANER RESIDENCE
CTUT JOB NO. GS.3862
û
Kurt & Annelte Harvey
330 couñty Road 342
silr, co 81652
g
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13
Kurt & Annette HarveY
330 County Road 342
sitr, co 81652
,sr+*rflefr RESTDENCE
35 ACRE PARCEL
ËÅRFIELD COUNTY, COLORADO
DITCH FLOWLINE
FENCE GATE
N
Po
N 2"
2Ð"O I-l
oq
Èrro<f
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ü-
001Scole
{
I ,,E
1 Â" at liMP
APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS
Fig. 1
'1:
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)
I-l11
rrl
üJ
I
I
Job No. GS-5662
Tt{-r
EL=6299
Tt{-2
EL=6293
Proftr
EL=62
6500
6295
6290
6285
6280
6275
6?'70
Anticipoted
Bo¡omcnt
Floor
62e2)
46/6
50/2
ool¡.
c
Eo
o
o
l¡¡
ß/1o
50/7
Job No, GS-3E62
Kurl & Annette Harvey
330 County Road 342
s¡tt, co 81652
SUMMARY LOG:
t*T
!L=ô269
i EXPLORATORY BORINGS
?-2
EL=6287
P-3
EL=ô285
6300
6295
6290
6285
6280
6275
6270
rrl
o
o
o:
J
IToô
-æ
n
Kurl &."Atnett6 Harvêy
33o qtr{¡Ity Boad 342
silt, co81652
Flg. 2
LEGEND:
NOTES:
Sondy
rools,
cloy
molsttr
E
þ
'topgoil", gross ond, dork brown.
V'V Gloy, sondy. stlff lo very stiff,llÁ sllghtly molst, brown. (CL)
Sondstone bedrock, hord To verY
hord, brown, groy.
t
Drive somple. The sYmbol 16/6-
lndicotes ihot ¿S blows of o 140
pound hommer folling 50 inches
were required to drive o 2.5 lnoh
O.D. sompler 6 Ínches.
Explorotory borings were drilled
on- Morch 20, 2OOS wllh 4-lnch
dlomeler, contlnuous fllghl ougcr
ond on oll-taroin drlll rig-
No frse ground wotcr wos found in
our cxplorctory borings of thc tlme
of drllllng.
Locollons ond clcvqtlons of
explorolory borlngs or€ opproxlmole,
Thcse oxplorolorY borlngs oru
subicct to lhe exPlonolions'
limiiolions ond conclusions qs
contqlned in lhis rePorl-
2.
3.
4.
SUMMARY LOGS OF EXPLORATORY BORINGS
.lntr No. GS-5862
Kurt & Annette Harvey
330 Counly Road 942
silt, co 81652
FTg. 3
5
4
3
2
0
-1
-2
*3
z
6z
o.x
¡¡¡
szoøîh
l¡¡
ú,o.Eo(J
4
-5
-ð
-7
-8
0.1 1.0
APPL¡ED PRESSURE. KSF
10
NATURAL DRY UNITWÊiG¡ =
NATU RAL MO ISTU R E C3\T,'E¡;-5 !s
Somple of CllY. SANDY (cL)
FTom TH.2 AT 4 FEET
tÕR NO. cS-3862
Swell Consolidation
Test Results Frc.4
Kurt & Annette Harvev
330 County Road 34d
sitt, co 81652
ANT
NGTJIREPRËSS
t
BELOW GRADE WALL
ENCASE PIPE IN WASHED
coNcRflE AGGREGATE (ASTM
c33, NO. 57 0R NO. 67)
EXTEND GRAVEL TO AT LEAST
1/2 HEIGHT OF Fo0T|NG
NOTE:
DRAIN SI.IOULD BT AT LEAST 2 INCIIES
BELOW BOTTOM OF FOOTING AT ÏHE
HIGHEST POINT AND SLOPE DOWNWARD
TO A POSITIVE GRAVITY OU]Lfl OR TO
A SUMP WHERE WATER CAN BE REMOVED
BY PUMPING.
REINFORCING STEEL
PER STRUCTURAL
DRAWINGS
PROVIDE POSITIVE SLIP JOINT
BTIWEEN SLAB AND WALL,
FLOOR SLAB
FOOTNG OR PAD
PROVIDE PVC SHEENNG
GLUED TO FOUNDAÏION
WALL TO REDUCE MOISTURE
PENFTRATION
Exte rio r
Foundction
Woll Droin
SLOPE
PER REPORT
\\ gncrn[---.
(coMPosfnoN Æ'rD \
coMPAcnoN pen n¡po¡r) \
SLOPE
PER
CSHA
COVER GRAVEL WITH
FILTER FABRIC.
" MIN1MUM
8" MINIMUM
OR BF/OND 1:1
SLOPE FROM BOTÏOM
OF FOOTING.
(wHrcHEvER ls GREATER)
4_INCH DIAMFTER PERFORATED DRAIN PIPE.
THE PIPE SHOULD BE LAID IN A TRENCH
WITH A MINIMUM SLOPE OF 0.5 PERCEI'IÏ.
l'r
.:.
¡
o Job No. GS-3862
Kurt & Annette Harvey
330 Counly Road 342
silr, co 816s2
ðmE
Fig. 5
WATER IN BORING AFTER 24 HOURS
YËS X NO
PERCOLATION TEST
DATE: 03121/03
þ rår: :RÊPARA1ON
itþqs';iiì
5 ";rkg:¡r-i{!:l; SAïURATION: 2:00pm
DEPTH TO WATER
CHANGE
IN WAÎËR
DEPTH
(¡NCHES)
PERCOLA.
TION R,ATE
(MrN/rNCH)START OF
INTERVAL
{rNcHES)
END OF
INTERVAL
{lNcHES}
:EPTH
:I¡CHES}
TIME AT
START OF
INTERVAL
TIME
INTERVAL
(MTNUTES)
0.026.0 26.0329:55 16
0.026.A 26.010:1'l 15
26.0 26.0 0.010:27 15
26.0 0.026.010--42 15
0.026.0 26.010:57 15
0.026.0 26.0'11:'12 15
24.4 0.024.t3210:23 15
0.024.0 24.010:38 15
0.022.5 22.510:53 15
0,022.5 22.51l:08 15
0.022.5 22.511:23 15
0.0a4E22.615l1 :38
17.0 0.017.O10:50 1530
0.017.0 17.0t511:05
0.017.017.411:20 15
0.017.0 17.011:35 15
0.017.0 17.011:50 't5
0,017.017.012:06 15
PERCOLATION TEST RESULTS
P-3
KuÍt & Annètle Harvey
æO CóünlY Road 342
silr, co 81652
Job No. GS-3862 Fig. 6
Kurt & Annelte Harvey330 county Boad 342silt, co 8'1652TABLE ISUMMARY OF LABORATORY TEST RESULTSJOB NO. GS-38621BORING{t';i..i.iir ''ri":144DEPTH{FEET)9.811.09.6NATURAL¡MOiSTURE(o/ol125107112NATURALDRYDENSIry(PCF)0.7SWELL*('hlLIQUIDLIMIT(h)PLASTICIryINÐEX(%tUNCONFINFDCO[l¡PRESSIVËSTRENGTH(PSF)SOLUBLESULFATES(o/olIIINO.200SIEVESOIL CI-ASSIFICATIONtlrd* ffi ** nË üffif,{ ¿ffiS*r *il q#,h{l hr&t frt l {i{l,l p*f: : .. :, .;r- ..;-!i : .. ., i ;il',$í*"&ÉêHlÉi-,, -., ;+: - -., .If¡-rl,ln I of I