HomeMy WebLinkAboutSoils Report 06.21.2017■X NAM /1111
NorthWest Colorado Consultants Inc.
NNW
Geoteehnleal / Environmental Engineering • Materials Testing
June 21, 2017
Renninger Log Homes
Luke Renninger
P.O. Box 2593
Meeker, CO 81641
Job Number: 17-10761
Subject: Subsoil and Foundation
Investigation, Proposed Casto Residence
Addition, 142 Happy Dog Trail, Garfield
County, Colorado.
Dear Luke,
This report presents the results of the Subsoil and Foundation Investigation for the proposed Casto
Residence Addition to be constructed at 142 Happy Dog Trail in Garfield County, Colorado. The
approximate location of the project site is shown in Figure #1.
NWCC, Inc.'s (NWCC) scope of work included obtaining data from cursory observations made at the site,
logging of one test pit, sampling of the probable foundation soils and laboratory testing of the samples
obtained. This report presents recommendations for economically feasible and safe type foundations, as
well as allowable soil pressures and other design and construction considerations that are advisable, but not
necessarily routine to quality design and building practices.
Proposed Construction: Plans were not available at the time this report was prepared. Based on our
conversations with the client, we understand that the existing garage will be demolished and a new
building addition will be constructed northeast of the existing residence. We have assumed the addition
will consist of a one to two-story wood -framed structure. We have also assumed the lower level of the
addition will be constructed with a concrete slab -on -grade floor system placed from approximately 1 foot
above to 6 feet below the existing ground surface.
For design purposes, NWCC has assumed that building loads will be light to moderate typical of this type
of residential construction. If loadings or conditions are significantly different from those above, NWCC
should be notified to reevaluate recommendations in this report.
Site Conditions: The subject property is located west of County Road 252 at the end of Happy Dog Trail
in Garfield County, Colorado. The area of the proposed addition was sparsely vegetated with grasses and
weeds.
(970) 879-7888 • Fax (970) 879-7891
2580 Copper Ridge Drive • Steamboat Springs, CO 80487
Subsoil and Foundation Investigation
Proposed Costo Residence Addition
Job No.: 17-10761
June 21, 2017
age 2 of 9
Topography in the area of the proposed addition is variable and generally slopes gently to strongly down to
the southeast. A maximum elevation difference of approximately 4 to 6 feet appears to exist across the
proposed building site.
Subsurface Conditions: To investigate the subsurface conditions at the site, one test pit was advanced on
Jute 2, 2017 with a trackhoe. A site plan showing the approximate location of the existing features and
test pit location is presented in Figure #2.
Subsurface conditions encountered were variable and generally consisted of a layer of fill materials
overlying natural clays to the maximum depth investigated, 7 feet beneath existing ground surface (bgs). A
graphic log of the exploratory test pit, along with associated Legend and Notes, are presented in Figure #3.
A layer of fill materials was encountered at the ground surface and was approximately 2 feet in thickness.
The fill materials consisted of clays with debris which were loose to medium stiff, dry to slightly moist and
brown in color. Natural clays were encountered below the fill materials and extended to the maximum
depth investigated. The clays were slightly sandy to sandy, fine-grained with occasional sandstone
gravels, moderately plastic, stiff to very stiff, slightly moist to moist and brown in color. A sample of the
natural clays classified as a CL soil in accordance with the Unified Soil Classification System.
A swell -consolidation test conducted on samples of the natural clays indicates the materials tested will
exhibit a moderate swell potential when wetted under a constant load. The swell -consolidation test results
are presented in Figure #4, and all the other laboratory test results are summarized in the attached Table 1.
Groundwater was not encountered in the test pits at the time of our investigation. Groundwater conditions
at the site can be expected to fluctuate with seasonal changes in precipitation and runoff.
Foundation Recommendations:
Based on the subsurface conditions encountered in the test pit, the
results of the field and laboratory investigations and our understanding of the proposed construction,
NWCC believes an economically feasible and safe type of foundation system is straight -shaft skin
friction/end bearing piers drilled into the natural clays. Foundation movement should be within tolerable
limits if the following design and construction precautions are observed.
1) A minimum pier diameter of 12 inches and a minimum pier length of 20 feet are recommended.
A maximum pier length to diameter ratio of 25 is also recommended.
2) Piers should be designed using allowable skin friction value of 900 psf for the portion of pier
drilled into the natural clays. The upper 5 feet of pier penetration should be neglected in skin -
friction calculations. A drill rig of sufficient size, type and operating condition should be used so
bottom of the piers can be cleaned out properly and minimum length requirements can be met. If
bottom of piers are properly cleaned and approved by an engineer from this office, then an
NWCC, Inc.
Subsoil and Foundation investigation
Proposed Casto Residence Addition
Job No.: 17-10761
June 21, 2017
Page 3 019
allowable end bearing pressure of 3,500 psf for the natural clays may be used in the design of the
piers
3) Piers should be reinforced their full length with at least one #5 reinforcing rod for each 16 inches
of pier perimeter.
4) Piers should be properly cleaned and dewatered prior to steel and concrete placement.
5) A 4 -inch void should be provided beneath grade beams to prevent swelling soils from exerting
uplift forces on grade beams and to concentrate pier loadings. A void should also be provided
beneath necessary pier caps.
6) NWCC strongly recommends at least one test hole or test pier be drilled at the building site prior
to starting the pier drilling operations. Test holes/piers should be drilled to evaluate deeper
subsoil/bedrock conditions and verify recommendations given above,
7) A representative of NWCC must observe the test hole and pier drilling operations.
Alternate Foundation Recommendations: If the owner is aware of the risks associated with placing
shallow foundations on swelling soils and can tolerate and/or design for the differential movements that
could result if the expansive clays swell, then the structures may be supported by spread footings founded
on the natural clays. The design and construction details presented below should be observed if a shallow
foundation system is opted for.
The precautions and recommendations itemized below will not prevent the movement of the foundations if
the underlying clays become wetted and swell; however, they should reduce the amount of differential
movement beneath the foundation system. Differential movements on the order of 1 to 2 inches are possible
if the clays are subjected to wetting conditions.
1) Footings placed on natural clays should be designed using an allowable soil bearing pressure of
3,500 psf and a minimum dead load pressure of at least 1,100 psf.
2) Footings or pad sizes should be computed using the above soil pressures and placed on the
undisturbed natural clays found below the topsoil and organics.
3) All existing fill materials, topsoil and organic materials, and any loose and soft natural soils
encountered within the foundation excavations should be removed and excavations extended to
competent natural clays prior to forming the footings.
4) Foundation walls should be designed and reinforced to span an unsupported distance of 10 feet or
the length between pads, whichever is greater.
NWCC, Inc.
Subsoil and Foundation Investigation
Proposed Casto Residence Addition
Job No.: 17-10761
June 21, 2017
Page 4 of h
5) Based on experience, we estimate the total settlement for footings and pads designed and
constructed as discussed in this section will be approximately 1 inch. Additional bearing capacity
values along with the associated settlements are presented in Figure #5.
6) Footings or pads should be placed well enough below final backfill grades to protect them from
frost heave. Thirty-six (36) inches is recognized by the local building authority as the minimum
value for frost protection for elevations lower than 8000 feet.
7) NWCC must observe foundation excavations when they are near completion to identify the bearing
soils and confirm the recommendations in this report.
Floor Slabs: We have assumed the lower level of the addition will be constructed utilizing a concrete slab -
on -grade floor system. The on-site soils, with the exception of the existing fill materials and any topsoil and
organic materials, are capable of supporting slab -on -grade construction. However, floor slabs present a
very difficult problem where swelling materials are present near floor slab elevation because sufficient dead
load cannot be imposed on them to resist the uplift pressure generated when the materials are wetted and
ex rte. Based on the, moisture -volume change characteristics of the clays encountered at this site, we
recommend that structural floor systems over well -ventilated crawlspaces or void form be used in the
proposed addition. If the client elects to construct concrete slab -on -grade floor systems, we recommend
that the following special design and construction precautions be followed so that the amount of movement
in the floor slabs can be reduced, if the clays become wetted.
1) Floor slabs must be separated from all bearing walls, columns and their foundation supports with a
positive slip joint. NWCC recommends the use of/x-inch thick cellotex or impregnated felt.
2) Interior non-bearing partition walls resting on the floor slabs must be provided with a slip joint,
preferably at the bottom, so in the event the floor slab moves, this movement is not transmitted to
the upper structure. This detail is also important for wallboard and doorframes and is shown in
Figure #6.
3) A minimum 6 -inch gravel layer must be provided beneath all floor slabs to act as a capillary break
and to help distribute pressures. Prior to placing the gravel, excavation should be shaped so that if
water does get under the slab, it will flow to the low point of the excavation. In addition, all
existing fill materials and topsoil and organic materials should be removed prior to placement of
the underslab gravels or new structural fill materials.
4) Floor slabs roust be provided with control joints placed a maximum of 12 feet on center in each
direction to help control shrinkage cracking. Locations of the joints should be carefully checked to
assure that natural, unavoidable cracking will be controlled. Depth of the control joints should be
a minimum of T/4 the thickness of the slab.
NWCC, Inc.
Subsoil and Foundation Investigation
Proposed Casto Residence Addition
,lob No.: 17-1076 t
June 21, 2017
Page 5 of 9
5) Underslab soils must be kept as close as possible to their in-situ moisture content. Excessive
wetting or drying of these soils prior to placement of floor slab could result in differential
movement after slabs are constructed.
6) It has been NWCC's experience that the risk of floor slab movement can be reduced by removing
at least 3 feet of the expansive materials and replacing them with a well compacted, non -expansive
fill. If this is done or if fills are required to bring underslab areas to the desired grade, the fill
should consist of non -expansive, granular materials. Fill should be uniformly placed and
compacted in 6 to 8 inch lifts to at least 95% of the maximum standard Proctor density at or near
the optimum moisture content, as determined by ASTM D-698.
Following the above precautions and recommendations will not prevent floor slab movement in the event
the clays beneath the floor slabs undergo moisture changes. However, they should reduce the amount of
damage if such movement occurs. As noted previously, the only way to eliminate the risk of all floor slab
movement is to construct a structural floor over a well -vented crawl space or void form materials.
tnderdrain System: Any floor levels or crawl space areas constructed below the existing or finished
ground surfaces and the foundations should be protected by underdrain systems to help reduce the problerns
associated with surface and subsurface drainage during high runoff periods.
Localized perched water or runoff can infiltrate the lower levels of the structure at the foundation levels.
This water can be one of the primary causes of differential foundation and slab movement. Especially,
when expansive soils are encountered. Excessive moisture in crawl space areas or lower levels can also
lead to rotting and mildewing of wooden structural members and the formation of mold and mold spores.
Formation of mold and mold spores could have detrimental effects on the air quality in these areas, which in
turn can lead to potential adverse health effects.
Drains should be located around entire perimeter of the lower levels and be placed and at least 12 inches
below any floor slab or crawl space levels and at least 6 inches below the foundation voids and bottom of
the foundation walls or footings. NWCC recommends the use of perforated PVC pipe for the drainpipe,
which meets or exceeds ASTM D-3034/SDR 35 requirements, to minimize potential for pipe crushing
during backfill operations. Holes in the drainpipes should be oriented down between 4 o'clock and 8
o'clock to promote rapid runoff of water. Drainpipes should be surrounded with at least 12 inches of free
draining gravels and be protected from contamination by a filter covering of Mirafi 140N subsurface
drainage fabric or an equivalent product. Drains should have a minimum slope of 1/8 inch per foot and be
daylighted at positive outfalls protected from freezing, or be led to sumps from which water can be pumped.
The use of interior laterals, multiple daylights or sumps may be required for the proposed structures.
Caution should be taken when backfilling so as not to damage or disturb the installed underdrains. NWCC
recommends the drainage system include a cleanout every 100 feet, be protected against intrusion by
animals at outfalls and be tested prior to backfilling. NWCC also recommends the client retain our firm to
observe the underdrain systems during construction to verify that they are being installed in accordance with
recommendations provided in this report and observe a flow test prior to backfilling the system.
NWCC, Inc.
Subsoil and Foundation Investigation
Proposed Casto Residence Addition
Job No.: 17-1076!
June 21, 2017
Page 6of9
In addition, NWCC recommends an impervious barrier be constructed to keep water from infiltrating
through the voided areas and/or under the foundation walls. Barrier should be constructed of an impervious
material, which is approved by this office and placed below the perimeter drain and up against the sides of
the foundation walls. A typical perimeter/underdrain detail is shown in Figure #7.
Placement of and impervious membrane and/or properly compacted clays in crawl space areas to the top of
the footings or at least 12 inches above the top of the foundation voids or bottom of the foundation walls
should help reduce the moisture problems in these areas.
Fninuhitioti Walls and Retaininu Structures: Foundation walls and retaining structures, which are
laterally supported and can be expected to undergo only a inoderate arnount of deflection, may be designed
for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 45 pcf for imported,
free draining granular backfill and 60 pcf for on-site soils.
Cantilevered retaining structures at the site can be expected to deflect sufficiently to mobilize full active
earth pressure condition. Therefore, cantilevered structures may be designed for a lateral earth pressure
computed on the basis of an equivalent fluid unit weight of 35 pcf for imported, free draining granular
backfill and 50 pcf for on-site soils.
Foundation walls and retaining structures should be designed for appropriate hydrostatic and surcharge
pressures such as adjacent buildings, traffic and construction materials. An upward sloping backfill and/or
natural slope will also significantly increase earth pressures on foundation walls and retaining structures and
the structural engineer should carefully evaluate these additional lateral loads when designing foundation
and retaining walls.
NWCC recommends imported granular soils for backfilling foundation walls and retaining structures
because their use results in lower lateral earth pressures. Imported granular materials should be placed to
within 2 to 3 feet of the ground surface. imported granular soils should be free draining and have less than
7 percent passing the No. 200 sieve. Granular soils placed behind foundation and retaining walls should be
sloped from the base of the wall at an angle of at least 45 degrees from the vertical. The upper 2 to 3 feet of
fill should be a relatively impervious soil or pavement structure to prevent surface water infiltration into the
backfill.
Wall backfill should be carefully placed in uniform lifts and compacted to at least 95 percent of the
maximum standard Proctor density and near the optimum moisture content. Care should be taken not to
overcompact backfill since this could cause excessive lateral pressure on the walls. Some settlement of
deep foundation wall backfill materials will occur even if materials are placed correctly.
Surface Drains -tee: Proper surface drainage at this site is of paramount importance for minimizing
infiltration of surface drainage into wall backfill and bearing soils, which could result in increased wall
pressures, differential foundation and slab movement. The following drainage precautions should be
observed during construction and at all times after the structures have been completed:
NWCC, Inc.
Subsoil and Foundation Investigation
Proposed Casto Residence Addition
Job No.: 17-10761
June 21, 2017
Page 7 X1..9.
1) Ground surface surrounding structures should be sloped (minimum of 1.0 inch per foot) to drain
away from structures in all directions to a minimum of 10 feet. Ponding must be avoided. If
necessary, raising top of foundation walls to achieve a bettor surface grade is advisable.
2) Non-stnictural backfill placed around structures should be compacted to at least 95% of the
maximum standard Proctor density at or near the optimum moisture content in order to minimize
future settlement of the fill. Backfill should be placed immediately after the braced foundation
walls are able to structurally support the fill. Puddling or sluicing must be avoided.
3) Top 2 to 3 feet of soil placed within 10 feet of foundations should be impervious in nature to
minimize infiltration of surface water into wall backfill.
4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Roof
overhangs, which project two to three feet beyond foundation walls, should be considered if gutters
are not used.
5) Landscaping, which requires excessive watering and lawn sprinkler heads, should be located a
minimum of 10 feet from the foundation walls of the structures.
6) Plastic membranes should not be used to cover ground surface adjacent to foundation walls.
Site Grtuling: Based on NWCC's assumptions regarding proposed grading activities and subsurface
conditions encountered in the test pits, we recommend the following design and construction considerations
be observed for site grading/road construction activities:
1) Unretained cuts and fills should be constructed to a 3(Horizontal) to 1(Vertical) or flatter slope
configuration. All excavation activities should meet appropriate OSHA trenching and excavation
standards.
2) Ideally, all topsoil and organic materials should be removed from driveway and exterior slab
subgrade areas.
3) On-site clays should be suitable for use in subgrade fills, but will likely require moisture
conditioning to attain minimum compaction values and suitable stability.
4) Driveway and exterior slab subgrade fills should be uniformly placed in 6 to 8 inch loose lifts and
compacted to at least 95% of the maximum standard Proctor density within 3% percent of
optimum moisture content in accordance with ASTM D698.
5) Embankment fills should be benched into existing hillsides exceeding 20%.
NWCC, inc.
Subsoil and Foundation Investigation
Proposed Casio Residence Addition
Job No.: 17-10761__.
June 21, 2017
Page 8of9
6) Final driveway subgrade surfaces should be prooftolled with a heavily loaded rubber tired
construction vehicle and areas that deform excessively under the wheel loads (greater than 1 -inch)
should be stabilized prior to placement of subbase or base course materials.
7) Subbase and base course materials should be compacted to at least 95% of the maximum modified
Proctor density near optimum moisture content determined in accordance with ASTM D1557. The
placement of a layer of stabilization fabric beneath subbase and/or base course materials is
recommended.
Limitations: The reconunendations provided in this report are based on the soils encountered at this site
and NWCC's understanding of the proposed construction. NWCC believes this information gives a high
degree of reliability for anticipating behavior of the proposed structures; however, NWCC's
recommendations are professional opinions and cannot control nature, nor can they assure the soils profiles
beneath those or adjacent to those observed. No warranties expressed or implied are given on the content of
this report.
Swelling soils were encountered at this site. These soils are stable at their natural moisture content but can
shrink or swell with changes in moisture. The behavior of swelling soils is not fully understood. The swell
or consolidation potential of any particular site can change erratically both in lateral and vertical extent.
Moisture changes also occur erratically, resulting in conditions, which cannot always be predicted.
Recommendations presented in this report are based on the current state of the art for foundations and floor
slabs on swelling soils. As noted previously, the owner must be made aware there is a risk in construction
on these types of soil. Performance of the structures will depend on following the recommendations and in
proper maintenance after construction is complete. As water is the main cause for volume change in the
soils, it is necessary that the changes in moisture content be kept to a minimum. This requires judicious
irrigation and providing positive surface drainage away from the structures. Any distress noted in the
structures should be brought to the attention of NWCC.
This report is based on the investigation at the described site and on specific anticipated construction as
stated herein. If either of these conditions is changed, the results would also most likely change. Therefore,
NWCC strongly recommends that our firm be contacted prior to finalizing the construction plans so that we
can verify our recommendations are being properly incorporated into the construction plans.
Man-made or natural changes in the conditions of a property can also occur over a period of time. In
addition, changes in requirements due to state of the art knowledge and/or legislation do from time to time
occur. As a result, the findings of this report may become invalid due to these changes. Therefore, this
report is subject to review and not considered valid after a period of 3 years or if conditions as stated above
are altered.
It is the responsibility of the owner or his representative to insure that the information in this report is
incorporated into the plans and/or specifications and construction of the project.
NWCC, Inc.
Subsoil and Foundation Investigation
Proposed Casto Residence Addition
Joh No.: 17-10761
June 21, 2017
Page 9 019
If you have any questions regarding 1 ' report or if NWCC may be of further service, please do not hesitate
l0 contact us.
Sincerely,
NWCC, INc.
Brian D. Len, P.E.
Principal Engineer
Reviewed by Timothy S. Travis, P.E.
Senior Project Engineer
NWCC, Inc.
NOT TO SCALE
Meeker.
1Il
PROJECT SITE
Buford
New Cuede
Title: VICINITY MAP
Job Name: Proposed Casto Addition
LooaUon:142 Happy Dog Trail, Garfield County, Colorado
Date:
6/21/17
Job No.
17-10761
Fig11Ce #1
(9ra; t (970)1704291
5L0 Vecy etido
;VeaMcatFM;. CANn l:�l
Existing
Residence
NOT TO SCALE
Title:
SITE PLAN -LOCATION OF TEST PIT
Job Name: Casto Residence Addition
Looation:142 Happy Dog Trail, Garfield County, Colorado
Date:
6/21/17
Job No.
17-10761
Figure #2
0lid:94M. Fe. (97i7619.7Ml
7560 CKfv Rd'A aM
$<.-bnai . C0731417111
Depth (ft)
0
1
2
3
4
5
6
7
8
9
10
Test Pit 1
12
LEGEND: NOTES:
�O!
f4!
FILL: Clay; with debris, loose to medium
stiff, dry to slightly moist and brown In
color.
CLAYS: Slightly sandy to sandy,
fine --grained with occasional sandstone
gravels, moderately plastic, stiff to very
stiff, slightly moist to moist and brown
in color.
Hand Drive Sample -California Liner.
1)
Test pit was excavated on June 2, 2017
with a mini-traekhoe.
2) Test pit location was determined by
pacing from the existing residence.
3) The elevation of the teat pit was not
measured and the log is drawn to the
depth investigated.
4)
The lines between materials shown on the
test pit log represent the approximate
boundaries between material types and
transitions may be gradual.
rate:
LOGS, LEGEND AND NOTES
Oats:
6/20/18
Job Name: Job No.
Casto Residence Addition 17-10781
1.00ation:142 Happy Dog Trail, Garfield County, Colorado
Figura
#3
F
5
4
3
2
1
0
O 2
3
4
5
6
0.1
10
APPLIED PRESSURE (loaf)
10
20
Title:
SWELL -CONSOLIDATION TEST RESULTS
Date:
6/21/17
Job Name: Casto Residence Addition
Job No.
17-10761
Loea11on:142 Happy Dog Trail, Garfield County, Colorado
#4
wxw.►w 7 vhwn.q'»•wtea.
(9/GA78 7EE! • i.x 070.7194E11
MO RAN DAA
Stwtost Syny Cob.10&:7E7
SOIL DESCRIPTION: Sandy Clay (CL)
SAMPLE LOCATION: Test Pit 1 ® 4 Feet
LIQUID LIMIT = 45 y
PLASTICITY INDEX = 27
PERCENT PASSING NO. 200 SIEVE = 66
NATURAL DRY UNIT WEIGHT = 101.5 pof
NATURAL MOISTURE CONTENT = 14.7
s
—EXPANSION
•
..:.1::
UNDER
PON
ADDj/SD
CONSTANT
MOISTURE
�`
V
1
0.1
10
APPLIED PRESSURE (loaf)
10
20
Title:
SWELL -CONSOLIDATION TEST RESULTS
Date:
6/21/17
Job Name: Casto Residence Addition
Job No.
17-10761
Loea11on:142 Happy Dog Trail, Garfield County, Colorado
#4
wxw.►w 7 vhwn.q'»•wtea.
(9/GA78 7EE! • i.x 070.7194E11
MO RAN DAA
Stwtost Syny Cob.10&:7E7
Allowable Bearing Capacity (psf)
7000
5250
3500
1750
0
0
0.5
1.0
1.5
Estimated Settlement (inches)
20
Note: These values are based on footing widths of 1 to 4 feet.
If the footing width is to be greater than 4 feet in width, then
we should be notified to re—evaluate these recommendations.
Tltle:
BEARING CAPACITY CHART
Job Name: Casto Residence Addition
Locatlon:142 Happy Dog Trail, Garfield County, Colorado
Date:
6/21/17
Job No.
17-10761
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/
/
/
/
/
/
/
/
/
/
/
/
/
0
0.5
1.0
1.5
Estimated Settlement (inches)
20
Note: These values are based on footing widths of 1 to 4 feet.
If the footing width is to be greater than 4 feet in width, then
we should be notified to re—evaluate these recommendations.
Tltle:
BEARING CAPACITY CHART
Job Name: Casto Residence Addition
Locatlon:142 Happy Dog Trail, Garfield County, Colorado
Date:
6/21/17
Job No.
17-10761
srmrrrr ioi rrrr,r rrsml7nararra
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INA Copp, Ndp,
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1/2" /0 BOLT
4'-0" O.C.
PARTITION WALL
3 1/2" CRITICAL
1 1/2" LESS CRITICAL
nye. HUNG PARTITION WALL DETAIL App` 6/21/17
Job Name:
Job No.
Casto Residence Addition 17-10761
14oatton:142 Happy Dog Trail, Garfield County, Colorado
F u #6
renown:. whorl,.,,,
p9fT3379-7637 • Fa (970)519-7831
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Slope 12(H):1(V) or steeper
Waterproof Foundation
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Impervious Membrane
Mirafi 140N or
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Slop min 1/8" per 1.10 Daylight.
Surround with Tree -draining Gravels.
Undisturbed Soil
Slope 12(H):1(V) or steeper
Waterproof Foundation
Compacted Backfill
Impervious Membrane
Mirafi 140N or
equivalent filter fabric: �.
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Drilled Pier,
Pile Cap or
Footing
Foundation Wall
Floor Slab
Granular Fill
11„1[1111�111111„4111111E111111„ ;[I W
4” dia. Perforated PVC Pipe.
Slop min 1/8” per ft. to Daylight.
Surround with free -draining Gravels.
Undisturbed snit
[frilled Pier, Plle
Cap or Footing
Crawlspace Area
Lower Level with
Floor Slab
Title:
PERIMETER/UNDERDRAIN DETAIL
Job Name: Casto Residence Addition
LooeUon:142 Happy Dog Trail, Garfield County, Colorado
Date:
6/21/17
Job No.
17-10761
Figure 1L 7
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TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
SAMPLE LOCATION
NATURAL
MOISTURE
CONTENT
(7.)
ATTERBERG LIMITS
GRADATION
PERCENT
PASSING
No. 200
SIEVE
UNCONFINED
COMPRESSIVE
STRENGTH
(Psf)
SOIL or BEDROCK
DESCRIPTION
UNIFIED
SOIL
CLASS.
TEST
PIT
DEPTH
(feet)
NATURAL
DRY
DENSITY
(pcf)
LiQJ
LIMIT
(7.)
p lay
mu
(%)
GRAVEL
(%)
SAND
(%)
1
4
14.7
101.5
45
27
1
13
66
Sandy Clay
CL
I
1
JOB NUMBER: 17-10761