HomeMy WebLinkAboutSoils Report 11.05.2007CTL !TI- OMPSON
SOILS AND FOUNDATION INVESTIGATION
AUSTIN RESIDENCE
LOT 57, FOUR MILE RANCH
GARFIELD COUNTY, COLORADO
Prepared For:
MR. BILL AUSTIN
750 Canyon Creek Drive
Glenwood Springs, CO 81601
Project No. G505101-120
November 5, 2007
234 Center Drive !Glenwood Springs, Colorado 81601
Telephone: 970-945-2809 Fax: 970-945-7411
TABLE OF CONTENTS
SCOPE 1
SUMMARY OF CONCLUSIONS 1
SITE CONDITIONS 2
PROPOSED CONSTRUCTION 2
SUBSURFACE CONDITIONS 2
EARTHWORK 3
FOUNDATION 4
FLOOR SYSTEM AND SLABS -ON -GRADE 5
BELOW -GRADE CONSTRUCTION 6
SURFACE DRAINAGE 8
LIMITATIONS g
FIGURE 1 - APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2 - SUMMARY LOGS OF EXPLORATORY BORINGS
FIGURES 3 THROUGH 6 - SWELL -CONSOLIDATION TEST RESULTS
FIGURES 6 AND 7 - EXTERIOR FOUNDATION WALL DRAINS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
MR. BILL AUSTIN
LOT 57, FOUR MILE RANCH
CTLIT PROJECT NOt OS05101-120
S:10505101.000112012. ReportaG3805101 120 R1.doc
SCOPE
This report presents the results of our soils and foundation investigation for
the Austin Residence proposed on Lot 57, Four Mile Ranch in Garfield County,
Colorado. We conducted this investigation to evaluate subsurface conditions at the
site and provide foundation recommendations for the proposed construction. Our
report was prepared from data developed from exploratory borings, laboratory
testing, engineering analysis and our experience with similar conditions and
construction. This report includes a description of the subsurface conditions at the
site, and presents recommendations for design and construction of foundations, floor
systems, and criteria for details influenced by the subsoils. Construction plans were
not developed at the time of our investigation. If actual building plans differ
significantly from the descriptions contained in the report, we should be informed so
that we can check that our recommendations and design criteria are appropriate.
SUMMARY OF CONCLUSIONS
1. Subsurface conditions encountered in our exploratory borings
consisted of about 11 feet of sandy clay underlain by silty to clayey
gravel with cobbles and lenses of sand and clay. Practical auger
refusal occurred on cobbles in our borings at a depth of about 15 feet.
Free ground water was not observed in our exploratory borings at the
time of drilling.
2. The residence can be constructed on footing foundations with a
minimum deadload that are supported by the undisturbed, natural soils.
The soils at anticipated footing elevations exhibit a low swell potential.
The most positive foundation to resist swelling soils is drilled piers.
We can provide criteria for drilled piers, if requested. Care should be
taken to prevent significant wetting of the soils below the building.
Design and construction criteria for footings are presented in the
report.
3. We judge potential for differential movement will be low for slabs -on -
grade supported by the undisturbed, natural soils. If the supporting
soils are wetted some slab heave and cracking will likely occur.
Additional discussion is in the report.
MR. BILL AUSTIN
LOT 57, FOUR MILE RANCH
CTLIT PROJECT NO. GS05101-120
S:IG505101.000%12012. Reports1GS05101 120 R1.doc
1
4. Surface drainage should be designed to provide for rapid removal of
surface water away from the residence. A foundation drain should be
installed around below -grade areas in the building.
SITE CONDITIONS
Four Mile Ranch is located east of County Road 117 (Four Mile Road) in
Garfield County, Colorado. Lot 57 is west of the intersection of Red Cliff Circle and
Sunrise Circle. Ground surface on the lot generally slopes gently at grades less than
5 percent. Vegetation on the lot consists of sparse grasses and weeds.
PROPOSED CONSTRUCTION
Building plans for the residence were not developed at the time of our
investigation. If construction will differ significantly from the descriptions below, we
should be informed so that we can adjust our recommendations and design criteria
as necessary. We expect the proposed residence will be a two-story, wood -frame
building with an attached garage. A basement and/or crawl space may be
constructed below the building. Similar residences in the area are typically
constructed with slab -on -grade floors in basement and garage areas. Maximum
foundation excavation depths will likely be on the order of 7 to 9 feet if a basement is
constructed. Foundation loads are expected to vary between 1,000 and 3,000 pounds
per lineal foot of foundation wall with maximum interior column loads of 30 kips.
Completed wall backfill depth may be slightly more than excavation depth as final
grades are adjusted for drainage.
SUBSURFACE CONDITIONS
Subsurface conditions at the site were investigated by drilling two exploratory
borings (TH-1 and TH-2) in the building envelope. The approximate locations of the
exploratory borings are shown on Figure 1. Exploratory drilling operations were
directed by our representative who logged subsurface conditions encountered in the
MR. BILL AUSTIN
LOT 57, FOUR MILE RANCH
CTLIT PROJECT NO. GS05101.120
S_IGSD5101.000112012. Reports1GS05101 120 R1.doc
2
borings and obtained samples of the soils. Graphic Togs of the soils encountered in
our exploratory borings are shown on Figure 2.
Subsurface conditions encountered in our exploratory borings consisted of
about 11 feet of sandy clay underlain by silty to clayey gravel with cobbles and lenses
of sand and clay. Practical auger refusal occurred on cobbles in our borings at a
depth of about 15 feet. Observations during drilling operations and results of field
penetration resistance tests indicated the clay was very stiff and the gravel was
dense. Free ground water was not observed in our exploratory borings at the time of
drilling. Exploratory borings were backfilled immediately after our field investigation
was completed.
Samples of the soils obtained from our exploratory borings were selected for
laboratory testing. Three samples of clay selected for one-dimensional, swell -
consolidation testing exhibited low swell potential when wetted under an applied
pressure of 1,000 psf. Swell -consolidation test results are shown Figures 3 through 5
and laboratory test results are summarized on Table I.
EARTHWORK
We anticipate excavations for the building foundation and utilities can be
accomplished using conventional, heavy-duty excavation equipment. Excavation
sides will need to be sloped or braced to meet local, state and federal safety
regulations. We believe the soils at this site will generally classify as Type B and
Type C soils based on OSHA standards governing excavations. Temporary slopes
deeper than 5 feet should be no steeper than 1 to 1 (horizontal to vertical) in Type B
soils and 1.5 to 1 in Type C soils. Contractors should identify the soils encountered in
the excavations and refer to OSHA standards to determine appropriate slopes.
We do not anticipate excavations for foundations or utilities will encounter
significant amounts of ground water. However, excavations should be sloped to a
gravity discharge or to a temporary sump where water can be removed by pumping.
MR. BILL AUSTIN
LOT 57, FOUR MILE RANCH
CTLIT PROJECT MO. GS05101.12O
S:1GS05101.000112012. Rnport51GS05101 120 R1.doc
3
Ir
The ground surrounding the excavations should be sloped as much as practical to
direct runoff away from the excavations.
Fill may be required to obtain subgrade elevations for the garage floor and
exterior concrete flatwork. Areas which will receive fill should be stripped of
vegetation, organic soils and debris. The on-site soils free of rocks larger than 6
inches in diameter, organic matter, and debris are suitable for use as fill. Fill should
be placed in loose lifts of 10 inches thick or less, moisture conditioned to within 2
percent of optimum moisture content, and compacted to at least 95 percent of
standard Proctor (ASTM D 698) maximum dry density. Moisture content and density
of fill should be checked by a representative of our firm during placement.
Properly placed backfill adjacent to foundation wall exteriors is important to
reduce infiltration of surface water and subsequent consolidation. Backfill placed
adjacent to foundation wall exteriors should be free of organic matter, debris and
rocks larger than 6 inches in diameter. Backfill should be moisture conditioned to
within 2 percent of optimum moisture content and compacted to at least 96 percent of
standard Proctor (ASTM D 698) maximum dry density.
FOUNDATION
We understand a footing foundation is preferred by the client. The clay soils
below the building footprint exhibit a low swell potential. Footing foundations with a
minimum Toad supported by the undisturbed, natural clay are appropriate. It is
important that surface drainage and subsurface drainage recommendations are
followed. If the clay moisture increases significantly the soils will heave and move
footings. The most positive foundation to resist swelling soils is drilled piers. We can
provide criteria for drilled piers, if requested. Care should be taken to prevent
significant wetting of the soils below the building. Our representative should be
called to observe conditions exposed in the completed foundation excavation to
check that the exposed soils are suitable for support of the designed footings.
Recommended design and construction criteria for footings are presented below.
MR. BILL AUSTIN
LOT 57, FOUR MILE RANCH
CTLIT PROJECT NO. GS05101.120
5:1GS05101.000112012 Reports1GS05101 120 R1.doc
4
1. Footings supported by the natural soils should be designed for a
maximum allowable soil bearing pressure of 3,000 psf and a minimum
deadload of 800 psf or as high as practical. Soils loosened during
excavation or the forming process for the footings should be removed
or re -compacted prior to placing concrete.
2. Continuous wall footings should have a minimum width of at least 16
inches. Foundations for isolated columns should have minimum
dimensions of 24 inches by 24 inches. Larger sizes may be required,
depending upon foundation loads.
3. Grade beams and foundation walls should be well reinforced, top and
• bottom, to span undisclosed loose or soft soil pockets. We
recommend reinforcement sufficient to span an unsupported distance
of at least 12 feet. Reinforcement should be designed by the structural
engineer.
4. The soils beneath exterior footings should be protected from freezing.
We recommend the bottom of footings be constructed at a depth of at
least 36 inches below finished exterior grades for frost protection.
FLOOR SYSTEM AND SLABS -ON -GRADE
Similar residences in the area are typically constructed with slab -on -grade
floors in garage and basement areas. Based on our laboratory test data and
experience, we judge slab -on -grade construction can be supported by the
undisturbed, natural soils with low risk of differential movement and associated
damage. As stated recommendations regarding surface and subsurface drainage to
reduce wetting below the slabs is important. Some fill may be required below the
garage floor slab and exterior concrete flatwork. Fill should be in accordance with the
recommendations outlined in the EARTHWORK section.
We recommend the following precautions for slab -on -grade construction at
this site.
1. We recommend against placing a gravel or sand layer below slabs
because it increases the potential for wetting of the soils below the
slabs.
g"=. __ _L AUSTIN
-. FOUR MILE RANCH
=ROJECT NO. G505101-120
•_Z _'.01.0 0 0112012. Report51GS05101 120 R1.doc
5
2. Slabs should be separated from exterior walls and interior tea-:-;
members with slip joints which allow free vertical movement
slabs.
3. Underslab plumbing should be pressure tested for leaks befa- - =T
slabs are constructed. Plumbing and utilities which pass throw:- s.ad_
should be isolated from the slabs with sleeves and provided
flexible couplings to slab supported appliances.
4. Exterior patio and porch slabs should be isolated from the res,c _ - :-
These slabs should be well -reinforced to function as independer:: z
5. Frequent control joints should be provided, in accordance �.
American Concrete Institute (ACI) recommendations. to r=z.-_-
problems associated with shrinkage and curling. Our expert_--__
indicates panels which are approximately square generally per=_ --
better than rectangular areas.
6. The 2003 International Building Code (IBC) or 2003 Interra:-a
Residential Code (IRC) may require a vapor retarder be placed ba -o* e= -
the base course or subgrade soils and the concrete slab-on-o-e:e
floors. The merits of installation of a vapor retarder below floor s =_s
and PT slabs depend on the sensitivity of floor coverings and
to moisture. A properly installed vapor retarder (10 mil miniri --
more beneficial below concrete slab -on -grade floors where = =
coverings, painted floor surfaces or products stored on the floc:-
sensitive to moisture. The vapor retarder is most effective n -e-
concrete
_-
concrete is placed directly on top of it. A sand or gravel leveling _c --._
should not be placed between the vapor retarder and the floor s __
The placement of concrete on the vapor retarder may increase t --e. -s •
of shrinkage cracking and curling. Use of concrete with re:_:==
shrinkage characteristics including minimized water cc-:= =
maximized coarse aggregate content, and reasonably low slur--~
reduce the risk of shrinkage cracking and curling. Consideratiors
recommendations for the installation of vapor retarders below cc-
slabs are outlined in Section 3.2.3 of the 2003 report of Arne- _
Concrete Institute (ACI) Committee 302, "Guide for Concrete
Slab Construction (ACI 302.R-96)".
BELOW -GRADE CONSTRUCTION
Foundation walls which extend below -grade should be designed ft;
earth pressures where backfill is not present to about the same extent on be:- s
of the wall. Many factors affect the values of the design lateral earth pressure. `-_:e
factors include, but are not limited to, the type, compaction, slope and drainage
MR. BILL AUSTIN
LOT 57, FOUR MILE RANCH
CTLIT PROJECT NO. GS05101-120
S:IGS05101.000%12012. Reports1GS05101 120 R1.doc
backfill, and the rigidity of the wall against rotation and deflection. For a very rigid
wall where negligible or very little deflection will occur, an "at -rest" lateral earth
pressure should be used in design. For walls which can deflect or rotate 0.5 to 1
percent of wall height (depending upon the backfill types), lower "active" lateral earth
pressures are appropriate. Our experience indicates that typical basement walls can
deflector rotate slightly under normal design loads, and that this deflection results in
satisfactory wall performance. Thus, the earth pressures on the walls will likely be
between the "active" and "at -rest" conditions.
If the on-site soils are used as backfill, we recommend design of below -grade
walls using an equivalent fluid density of at least 45 pcf for this site. This equivalent
density does not include allowances for sloping backfill, surcharges or hydrostatic
pressures. The recommended equivalent density assumes deflection; some minor
cracking of walls may occur. If very little wall deflection is desired, a higher equivalent
fluid density may be appropriate for design. Our recent experience indicates most
basement and below -grade walls designed with 45 pcf to 50 pcf equivalent fluid
density have performed satisfactorily. Backfill should be placed and compacted in
accordance with the recommendations outlined in the EARTHWORK section
Water from rain, snow melt and surface irrigation of lawns and landscaping
frequently flows through relatively permeable backfill placed adjacent to a residence
and collects on the surface of relatively impermeable soils occurring at the bottom of
the excavation. This can cause wetting of the soils below the building and wet or
moist conditions in basement and crawl space areas after construction. We
recommend provision of a foundation drain around below -grade areas in the building.
The drain should consist of a 4 -inch diameter, slotted PVC 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. Typical foundation drain details are
presented on Figures 6 and 7.
Ventilation is important to maintain acceptable humidity levels in crawl spaces.
The mechanical systems designer should consider the humidity and temperature of
x= SILL AUSTIN
__7 57, FOUR MILE RANCH
PROJECT NO.,GS05101-120
3505101.000112012. RaportstGS05101 120 R1.doc
7
air, and air flow volumes, during design of crawl space ventilation systems. It may be
appropriate to install a ventilation system that is controlled by a humidistat.
SURFACE DRAINAGE
Surface drainage is critical to the performance of foundations, floor slabs and
concrete flatwork. We recommend the following precautions be observed during
construction and maintained at all times after the residence is completed:
1. •The ground surface surrounding the exterior of the residence should
be sloped to drain away from the residence in all directions. We
recommend providing a slope of at least 12 inches in the first 10 feet
around the residence, where possible. In no case should the slope be
less than 6 inches in the first 5 feet.
2. Backfill around the exterior of foundation walls should be placed in
maximum 10 inch thick loose lifts, moisture conditioned to within 2
percent of optimum moisture content and compacted to at least 95
percent of standard Proctor (ASTM D 698) maximum dry density.
3. The residence should be provided with roof gutters and downspouts.
Roof downspouts and drains should discharge well beyond the limits
of all backfill. Splash blocks and downspout extensions should be
provided at all discharge points.
4. Landscaping should be carefully designed to minimize irrigation.
Plants used near foundation walls should be limited to those with low
moisture requirements; irrigated grass should not be located within 5
feet of the foundation. Sprinklers should not discharge within 5 feet of
the foundation and should be directed away from the building.
5. Impervious plastic membranes should not be used to cover the ground
surface immediately surrounding the residence. These membranes
tend to trap moisture and prevent normal evaporation from occurring.
Geotextile fabrics can be used to control weed growth and allow some
evaporation to occur.
LIMITATIONS
The exploratory borings drilled at the site provide a reasonably accurate
picture of subsurface conditions. Variations in the subsurface conditions not
MR. BILL AUSTIN
LOT 57, FOUR MILE RANCH
OTLIT PROJECT NO,. GS05101-120
S.tGS05101.000112012. ReportslGS06101 120 R1.doc
8
2
indicated by the borings will occur. A representative of our firm should be called to
observe subsoils exposed in the completed foundation excavation to check that the
soil are as anticipated and suitable for support of the footings as designed.
This investigation was conducted in a manner consistent with that level of care
and skill ordinarily exercised by engineering geologists and geotechnical engineers
currently practicing under similar conditions in the locality of this project. No other
warranty, express,- ar implied, is made. If we can be of further service in discussing
the contents of this report or in the analysis of the influence of the subsoil conditions
on the design•of the structure, please call.
CTL 1ITHi}MPSON, INC.
John Nipching, P.E.
BranchiVlari�ir
JM:cd 11 i1
(5 copies sent)
MR. BILL AUSTIN
LOT 57, FOUR MILE RANCH
CTLIT PROJECT NO: GS05101-120
S::0505101.000%12012. Reporte1GS05101 120 R1.doc
9
NOT TO SCALE
Lot 51
Lot 24
8
C/
�. Lot 23
Lot 4
Lot 5
Lot 6
Mr. 8111 Austin
Austin Residence
Lot 51,Four We Ranch
Project No. G605101-120
Lot 7
Lot 10
Approximate
Locations of
Exploratory
Borings
Fig. 1
Project No. 0S05101-120
10
13
20
TH-1
17/12
16/12
29/4
TH-2
1 9/1 2
17/12
50/9
SUMMARY Lf
mmN
20
LEGEND:
NOTES:
Clay, sandy, very stiff, moist, brown. (CL)
Growl, silty to clayey, cobbles, lenses of sand
and clay, dense, moist, rust, brown. (GC—GM,
GM, SM, CL—ML)
Drive sample. The symbol 17/12 Indicates that
17 blows of a 140 pound hammer falling 30
inches were required to drive a 2.5 inch 0.D.
California sampler 12 inches.
Indicates practical auger refusal.
1. Exploratory borings were drilled on October 17, 2007
with 4—inch diameter, solid—stem auger and a
track—mounted drill rig. Exploratory borings were
backfilled immediately after drilling operations were
completed.
2. Locations and elevations of exploratory borings are
approximate.
3. No free ground water was found in our exploratory
borings at the time of drilling.
4. These exploratory borings are subject to the
explanations, limitations and conclusions as contained
in this report.
3 OF EXPLORATORY BORINGS
Fig. 2
7
6
5
4
3
2
0
-1
-2
-3
z
O -4
a.
X -5
!l1
z
O -6
vi
F�
w
0- -• 7
2
0
U
}
.1
.4.
EXPANSION UNDER CONSTANT
. PRESSURE DUE TO WETTING
»l}_,_1 -1••4
I. 7 1
_
0
0
0
1.•.-T..
s I.
f 1
•
........ .........1..........
Y
.... 1.....
ISS . 0.1
APPLIED PRESSURE - KSF
Sample of CLAY (CL)
=rom TH-1 AT 9 FEET
1.0
' . AUSTIN
TIN RESIDENCE
•LJECT NO. GS 6101
uclmenb and SeltlngsljmecMInggMy DocumemMMBWELLxIs
10
10C
DRY UNIT WEIGHT= 105 PCF
MOISTURE CONTENT= 11.7 %
Swell Consolidation
Test Results
FIG- 3
7
6
5
4
3
2
0
.1
-2
-3
z
O -4
z
a
6 -5
z
• .6
w
N
w
a -• 7
2
0
V
-B
0.1
4
•
.S.•
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
i
-4..•
- •
1
n
APPLIED PRESSURE - KSF
Sample of CLAY (CL)
From TH-2 AT 4 FEET
1.0
BILL AUSTIN
AUSTIN RESIDENCE
PROJECT NO. GS 5101
C:lDoeumcnb and SatingsVmechling%My DocumentstSWELLxIs
10
DRY UNIT WEIGHT=
MOISTURE CONTENT=
100
116 PCF
13.4 %
Swell Consolidation
Test Results
FIG. 4
SLOPE
PER
OSHA
SLOPE
pFR RFPlR't
2-3'
BACKFILL
i MOM
PREFABRICATED
DRAINAGE
COMPOSITE
(MIRADRAIN 6000
OR EQUIVALENT)
COVER GRAVEL WITH
FILTER FABRIC
Y
NOTE:
DRAIN SHOULD BE AT LEAST 2 INCHES
BELOW BOTTOM OF FOOTING AT THE
HIGHEST POINT AND SLOPE DOWNWARD
TO A POSMVE GRAVITY OUTLET OR TO
A SUMP WHERE WATER CAN BE
REMOVED BY PUMPING.
PROVIDE POLYETHYLENE SHEETING
GLUED TO FOUNDATION WALL TO
REDUCE MOISTURE PENETRATION
BELOW GRADE WALL
REINFORCING STEEL
PER STRUCTURAL
DRAWINGS
PROVIDE POSITIVE SUP JOINT
BETWEEN SLAB AND WALL
FLOOR SLAB
•
aim �v mom
2" MINIMUM
8" MINIMUM
OR BEYOND 1:1
SLOPE FROM BOTTOM
OF FOOTING.
(WHICHEVER IS GREATER)
FOOTING OR PAD
4—INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD
BE LAID IN A TRENCH WITH A SLOPE RANGING BETWEEN 1/8
INCH AND 1/4 INCH DROP PER FOOT OF DRAIN.
ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM
C33. NO. 57 OR NO. 67). EXTEND GRAVEL TO AT LEAST
1/2 HEIGHT OF FOOTING.
'roject No. GS05101-120
Exterior
Foundation
Wall Drain
SLOPE
PER
OSHA
SLOPE
FIF IZ RF'PORT
2-3'
BACKFILL
{aiposmw AND
compAcnom PER REPOIMA
PREFABRICATED -.
DRAINAGE
COMPOSITE
(MIRADRAIN 6000
OR EQUIVALENT)
COVER GRAVEL WITH
RLTER FABRIC
NOTE:
DRAIN SHOULD BE AT LEAST 2 INCHES
BELOW BOTTOM OF FOOTING AT THE
HIGHEST POINT AND SLOPE DOWNWARD
TO A POSITIVE GRAVITY OUTLET OR TO
A SUMP WHERE WATER CAN BE
REMOVED BY PUMPING.
STRUCTURALLY SUPPORTED
FLOOR
REINFORCING STEEL
ER STRUCTURAL
DRAWINGS
WM TO OM
2" MINIMUM
8" MINIMUM —
OR BEYOND 1:1
SLOPE FROM BOTTOM
OF FOOTING.
(WHICHEVER IS GREATER)
CRAWL SPACE
BOTTOM OF
EXCAVATION
PROVIDE POLYETHYLENE
SHEETING GLUED TO
FOUNDATION WALL TO
REDUCE MOISTURE
PENETRATION
4–INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD
BE LAID IN A TRENCH WITH A SLOPE RANGING BETWEEN 1/8
INCH AND 1/4 INCH DROP PER FOOT OF DRAIN.
ENCASE PIPE IN WASHED CONCRETE AGGREGATE (ASTM
C33, NO. 57 OR NO. 67). EXTEND GRAVEL TO AT LEAST
1/2 HEIGHT OF FOOTING.
±-oject No. 3505101-120
Exterior
Foundation
Wall Drain
Fig. 7
PriOJCCT'NO. US0f101..i25
SUMMARY OF LABORATORY TEST RESULTS
0
BORING
DEPTH
(FEET)
NATURAL
MOISTURE
(°t)
NATURAL
DRY
DENSITY
(PCF)
SWELL"
(%)
ATTERBERG LIMITS
GRADATION TESTS
'
UNCONFINED
COMPRESSION
(PCF)
PASSING
NO. 200
SIEVE
(%)
SOIL CLASSIFICATION
LIQUID
LIMIT
(%)
PLASTICITY
INDEX
(%)
PERCENT
GRAVEL
(%)
PERCENT
SAND
(%)
TH-1
4
11.1
106
CLAY,SANDY (CL)
TH-1
9
11.7
105
0.7
CLAY,SANDY (CL)
TH-1
14
7.5
95
53
CLAY,SANDY (CL)
TH-2
4
13.4
116
0.9
CLAY,SANDY (CL)
TH-2
9
14.4
118
0.7
CLAY,SANDY (CL)
r
Y
"Nr,i.r fwr,fl dim lo wnttina unednr an implied Toad of 1.000 psf Negative values indicate consolidation
I %lip. I id I