HomeMy WebLinkAboutKECHTER TOWNHOMES - PDP200010 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT400 North Link Lane | Fort Collins, Colorado 80524
Telephone: 970-206-9455 Fax: 970-206-9441
GEOLOGIC AND PRELIMINARY
GEOTECHNICAL INVESTIGATION
3620 EAST KECHTER ROAD
FORT COLLINS, COLORADO
Prepared For:
TWG Development, LLC
333 North Pennsylvania Street, Suite 100
Indianapolis, Indiana 46204
Attention: Ryan Kelly
Project No. FC08892-115
June 14, 2019
i
TABLE OF CONTENTS
SCOPE ....................................................................................................................... 1
SUMMARY OF CONCLUSIONS ............................................................................... 1
SITE DESCRIPTION AND PROPOSED DEVELOPMENT ...................................... 2
SITE GEOLOGY ........................................................................................................ 2
GEOLOGIC HAZARDS .............................................................................................. 3
Expansive Soils and Bedrock................................................................................. 3
Seismicity................................................................................................................ 3
Radioactivity ........................................................................................................... 4
FIELD AND LABORATORY INVESTIGATIONS ....................................................... 5
SUBSURFACE CONDITIONS ................................................................................... 5
DEVELOPMENT RECOMMENDATIONS ................................................................. 6
Over-Excavation ..................................................................................................... 6
Site Grading ............................................................................................................ 6
Permanent Cut and Fill Slopes .............................................................................. 7
Utility Construction .................................................................................................. 7
PRELIMINARY PAVEMENT RECOMMENDATIONS ............................................... 9
Subgrade Preparation ............................................................................................ 9
Preliminary Pavement Thickness Design .............................................................. 9
PRELIMINARY RECOMMENDATIONS FOR STRUCTURES ................................. 9
Foundations .......................................................................................................... 10
Slabs-on-Grade and Basement Floor Construction ............................................. 10
Below-Grade Construction ................................................................................... 10
Surface Drainage ................................................................................................. 11
General Design Considerations ........................................................................... 11
WATER SOLUBLE SULFATES .............................................................................. 12
RECOMMENDED FUTURE INVESTIGATIONS ..................................................... 13
LIMITATIONS ........................................................................................................... 13
FIGURE 1 – LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2 – SUMMARY LOGS OF EXPLORATORY BORINGS
APPENDIX A – LABORATORY TEST RESULTS
APPENDIX B – GUIDELINE SITE GRADING SPECIFICATIONS
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3620 EAST KECHTER ROAD
CTL | T PROJECT NO. FC08892-115
SCOPE
This report presents the results of our Geologic and Preliminary Geotechnical
Investigation for 3620 Kechter Road in Fort Collins, Colorado. The purpose of our
investigation was to identify geologic hazards that may exist at the site and to
evaluate the subsurface conditions to assist in planning and budgeting for the
proposed development. The report includes descriptions of site geology, our
analysis of the impact of geologic conditions on site development, a description of
subsoil and groundwater conditions found in our exploratory borings, and
discussions of site development as influenced by geotechnical considerations. The
scope was described in our Service Agreement (CTL Project No. FC-17-0179)
dated April 30, 2019.
This report was prepared based upon our understanding of the development
plans. The recommendations are considered preliminary and can be used as
guidelines for further planning of development and design of grading. We should
review final development and grading plans to determine if additional investigation is
merited, or if we need to revise our recommendations. Additional investigations will
be required to design building foundations and pavements. A summary of our
findings and recommendations is presented below. More detailed discussions of
the data, analysis and recommendations are presented in the report.
SUMMARY OF CONCLUSIONS
1. The site contains geologic hazards that should be mitigated during
planning and development. No geologic or geotechnical conditions
were identified which would preclude development of this site.
Expansive soils, and regional issues of seismicity and radioactivity are
the primary geologic concerns pertaining to the development of the
site.
2. The subsurface conditions encountered in our borings were variable
across the site. In general, the soils encountered in our borings
consisted of sandy clay to the depths explored, with occasional sand
and/or gravel layers of 1 to 7 feet in thickness at depths of 13 to 23
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feet below the existing ground surface. No bedrock was encountered
in this investigation. Groundwater was encountered at depths ranging
from 11 to 17 feet below the existing ground surface. One boring had
caved at a depth of 12 feet, prior to secondary measurement.
Groundwater levels will not likely affect planned development at this
site.
3. Expansive soils were encountered in the upper 10 feet of our borings.
We anticipate footing foundations can be used if they extend through
the expansive soils or an over-excavation is performed. We anticipate
a minimum over-excavation depth of 3 to 4 feet below foundations.
The over-excavation can be performed after the development of the
site. Slab-on-grade basement floors can also be used, but may also
require a 3 to 4 foot over-excavation.
4. Pavement sections of5 to 6 inches of hot mix asphalt (HMA) over 6
inches of aggregate base course (ABC) are anticipated for preliminary
planning purposes. An over-excavation of 1 to 2 feet may be
recommended to mitigate the expansive soils.
SITE DESCRIPTION AND PROPOSED DEVELOPMENT
The site is located north of Kechter Road, between Lady Moon Drive and
Jupiter Drive in southeast Fort Collins, Colorado. The site is generally in a plains
area and is primarily vegetated with natural grasses and weeds. At the time of our
exploration the site contained an existing residence, livestock pens and associated
outbuildings. The site had gentle slopes to the north in the northern portion, west in
the western portion and south in the southern portion. An existing pond was located
less than 100 feet west of the site. We understand the parcel is planned for
development of multifamily residences. We assume the residences will be 1 to 2-
story, wood-framed structures.
SITE GEOLOGY
The geology of the site was investigated through review of mapping by Roger
B. Colton (Geologic Map of the Boulder-Fort Collins-Greeley Area, Front Range
Urban Corridor, Colorado 1978). Based on the referenced mapping, the site lays
within an area of Eolian deposition. This unit is wind-deposited and typically consists
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of silt, clay and medium to fine sand of varying fractions. Based on our visual review
of the samples and laboratory test results, the mapping is consistent with the
conditions at the site.
GEOLOGIC HAZARDS
Our investigation identified several geologic hazards that must be considered
during the planning and development phases of this project. None of the geologic
hazards identified will preclude development of the property. Development plans
are preliminary. Planning should consider the geologic hazards discussed below.
The hazards require mitigation which could include avoidance, non-conflicting use
or engineered design and construction during site development. Geologic hazards
at the site that need to be addressed include expansive soils and regional issues of
seismicity and radioactivity. The following sections discuss each of these geologic
hazards and associated development concerns. Mitigation concepts are discussed
below and in the DEVELOPMENT RECOMMENDATIONS section of the report.
Expansive Soils and Bedrock
The soils at this site include low to high swelling sandy clay. Problems
associated with the existence of expansive materials are typically mitigated through
currently utilized foundation and floor slab techniques like over-excavation.
Individual soils and foundation investigations conducted for specific sites should
address procedures for mitigating problems associated with expansive soils.
Seismicity
This area, like most of central Colorado, is subject to a low degree of seismic
risk. No indications of recent movements of any of the faults in the Larimer County
area have been reported in the available geologic literature. As in most areas of
recognized low seismicity, the record of the past earthquake activity in Colorado is
somewhat incomplete.
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Based on the subsurface conditions encountered in our borings and our
understanding of the geology, the site classifies as a Seismic Site Class D (2015
International Building Code). Only minor damage to relatively new, properly
designed and built buildings would be expected. Wind loads, not seismic
considerations, typically govern dynamic structural design in this area.
Radioactivity
It is normal in the Front Range of Colorado and nearby eastern plains to
measure radon gas in poorly ventilated spaces in contact with soil or bedrock.
Radon 222 gas is considered a health hazard and is one of several radioactive
products in the chain of the natural decay of uranium into stable lead. Radioactive
nuclides are common in the soils and sedimentary rocks underlying the subject site.
Because these sources exist on most sites, there is potential for radon gas
accumulation in poorly ventilated spaces. The amount of soil gas that can
accumulate is a function of many factors, including the radio-nuclide activity of the
soil and bedrock, construction methods and materials, pathways for soil gas and
existence of poorly-ventilated accumulation areas. It is difficult to predict the
concentration of radon gas in finished construction.
During our investigation, we did not detect any radiation levels above normal
background levels for the area. We recommend testing to evaluate radon levels
after construction is completed. If required, typical mitigation methods for residential
construction may consist of sealing soil gas entry areas and periodic ventilation of
below-grade spaces and perimeter drain systems. It is relatively economical to
provide for ventilation of perimeter drain systems or underslab gravel layers at the
time of construction, compared to retrofitting a structure after construction. Radon
rarely accumulates to significant levels in above-grade, heated and ventilated
spaces.
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FIELD AND LABORATORY INVESTIGATIONS
Subsurface conditions were further investigated by drilling six exploratory
borings at the approximate locations shown on Figure 1. The borings were drilled
using a truck-mounted drill rig and with 4-inch diameter, continuous-flight auger.
Our field representative observed drilling, logged the soils found in the borings and
obtained samples. Summary logs of the soils found in the borings and field
penetration resistance values are presented on Figure 2.
Samples of soils were obtained during drilling by driving a modified
California-type sampler (2.5 inch O.D.) into the soil using a 140-pound hammer
falling 30 inches. Samples recovered from the borings were returned to our
laboratory and visually classified by the geotechnical engineer. Laboratory testing
included determination of moisture content and dry density, swell-consolidation
characteristics, Atterberg limits, particle-size analysis and water soluble sulfate
content. Laboratory test results are presented in Appendix A.
SUBSURFACE CONDITIONS
Subsurface conditions encountered in the borings consisted of sandy clay
with sand and gravel interlayers at depths of 13 feet or more. Bedrock was not
encountered to the depths explored. The sandy clay soils exhibited 0.2 to 7.3
percent swell after wetting under approximate overburden pressures. Samples
typically showed greater expansion potential near the existing ground surface.
Samples from borings TH-1 and TH-3 exhibited the greatest expansion potential.
Groundwater was encountered at depths ranging from 11 to 17 feet below the
existing ground surface. Groundwater levels will not likely affect planned
development at this site but may be encountered in utility excavations if planned
near or below the measured water table. A more detailed description of the
subsurface conditions is presented in our boring logs and laboratory testing.
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DEVELOPMENT RECOMMENDATIONS
Over-Excavation
Over-excavation consists of removal of fill, expansive soils and reworking
these soils as engineered fill compacted in a controlled manner. Areas of expansive
soils should be further delineated during design level investigations after
development. Excavation observations and density testing are commonly
recommended for sites such as this in addition to a design level geotechnical
investigation.
Site Grading
At the time of this investigation, site grading plans were not available for
review in conjunction with this subsurface exploration program. It is important that
deep fills (if planned) be constructed as far in advance of surface construction as
possible. It is our experience that fill compacted in accordance with the compaction
recommendations in this report may settle about 1 percent of its height under its
own weight. Most of this settlement usually occurs during and soon after
construction. Some additional settlement is possible after development and
landscape irrigation increases soil moisture. We recommend delaying the
construction of buildings underlain by deep fills as long as possible to allow for this
settlement to occur. Delaying construction of structures up to one year where
located on deep fills is recommended.
The existing on-site soils are suitable for re-use as fill material provided
debris or deleterious organic materials are removed. If import material is used, it
should be tested and approved as acceptable fill by CTL|Thompson. In general,
import fill should meet or exceed the engineering qualities of the onsite soils. Prior
to fill placement, all trash and debris should be removed from fill areas and properly
disposed. The ground surface in areas to be filled should be stripped of vegetation,
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topsoil and other deleterious materials, scarified to a depth of at least 8 inches,
moisture conditioned and compacted as recommended below. The depth of any
topsoil is not anticipated to be more than 6 inches in most areas.
Site grading fill should be placed in thin, loose lifts, moisture conditioned and
compacted. In areas of deep fill, we recommend higher compaction criteria to help
reduce settlement of the fill. Compaction and moisture requirements are presented
in Appendix B. The placement and compaction of fill should be observed and
density tested during construction. Guideline site grading specifications are
presented in Appendix B.
Permanent Cut and Fill Slopes
We recommend permanent cut and fill slopes be designed with a maximum
inclination of 3:1 (horizontal to vertical). Structures should be setback from the top
or bottom of cut and fill slopes. If site constraints (property boundaries and streets)
do not permit construction with recommended slopes, we should be contacted to
evaluate the subsurface soils and steeper slopes.
Utility Construction
We believe excavations for utility installation in the overburden soils can be
performed with conventional heavy-duty trenchers or large backhoes. Depending
on the depths of planned utilities, groundwater may be encountered in excavations.
If groundwater is encountered during construction, dewatering may be
accomplished by sloping excavations to occasional sumps where water can be
removed by pumping.
Utility trenches should be sloped or shored to meet local, State and federal
safety regulations. Based on our investigation, we believe the sand and gravel
classifies as Type C soil, and the clay as Type B soil based on OSHA standards.
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Excavation slopes specified by OSHA are dependent upon soil types and
groundwater conditions encountered. Seepage and groundwater conditions in
trenches may downgrade the soil type. Contractors should identify the soils
encountered in the excavation and refer to OSHA standards to determine
appropriate slopes. Excavations deeper than 20 feet should be designed by a
professional engineer.
The width of the top of an excavation may be limited in some areas. Bracing
or “trench box” construction may be necessary. Bracing systems include sheet
piling, braced sheeting and others. Lateral loads on bracing depend on the depth of
excavation, slope of excavation above the bracing, surface loads, hydrostatic
pressures, and allowable movement. For trench boxes and bracing allowed to
move enough to mobilize the strength of the soils, with associated cracking of the
ground surface, the “active” earth pressure conditions are appropriate for design. If
movement is not tolerable, the “at rest” earth pressures are appropriate. We
suggest an equivalent fluid density of 40 pcf for the “active” earth pressure condition
and 55 pcf for the “at rest” earth pressure condition, assuming level backfill. These
pressures do not include allowances for surcharge loading or for hydrostatic
conditions. We are available to assist further with bracing design if desired.
Water and sewer lines are usually constructed beneath paved roads.
Compaction of trench backfill can have significant effect on the life and serviceability
of pavements. We believe trench backfill should be placed in thin, loose lifts, and
moisture conditioned to between optimum and 3 percent above optimum content for
clay soils and within 2 percent of optimum moisture content for sand. Trench
backfill should be compacted to at least 95 percent of maximum dry density (ASTM
D 698). The placement and compaction of fill and backfill should be observed and
tested by our firm during construction. If deep excavations are necessary for
planned utilities, the compaction requirements provided in Table A should be
considered.
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PRELIMINARY PAVEMENT RECOMMENDATIONS
Subgrade Preparation
Based on the borings, the near surface soils on this site will consist of
expansive sandy clay. Over-excavation of the subgrade may be recommended to
mitigate swelling soils under roadways. We anticipate over-excavation depths of 1
to 2 feet.
Preliminary Pavement Thickness Design
Preliminary guidelines for pavement systems on this site are provided. Final
pavement sections should be determined based a design level geotechnical
investigation and anticipated frequency of load applications on the pavement during
the desired design life. Flexible hot mixed asphalt (HMA) or rigid Portland cement
concrete (PCC) pavements can be used at this site for automobile and light truck
traffic use. Rigid pavements are recommended in any areas subject to heavy truck
traffic. We anticipate pavement sections will be on the order of 5 to 6 inches of
HMA over 6 inches of aggregate base course (ABC) or 6 inches of PCC. PCC
pavements in this area are typically reinforced due to the underlying active clays.
Properly designed control joints and other joints systems are required to control
cracking and allow pavement movement.
PRELIMINARY RECOMMENDATIONS FOR STRUCTURES
The property is currently planned for residential construction. Our field and
laboratory data indicate the soil conditions vary across the site. The following
discussions are preliminary and are not intended for design or construction. After
grading is completed, a detailed soils and foundation investigation should be
performed.
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Foundations
Our investigation for this site indicates structures may be founded on shallow
foundations if extended through the upper expansive soils or placed on a shallow
over-excavation. We anticipate a minimum excavation depth of 3 to 4 feet below
foundations. A design level geotechnical investigation may identify potential
hazards for specified areas not indicated by our borings which may suggest the
need for a deeper foundation system.
Slabs-on-Grade and Basement Floor Construction
Slab-on-grade floors can be used for unfinished basements. Over-
excavation may be recommended in areas where expansive soils are encountered
at the basement elevation. Structurally supported floor systems should be planned
in all non-basement finished living areas and in basements where slab risk is judged
high or very high. Slab performance risk should be more thoroughly defined during
the design level soils and foundation investigation.
Below-Grade Construction
Groundwater was encountered during this investigation. With long-term
development and associated landscaping, a “perched” water table may develop on
relatively impermeable soil layers. To reduce the risk of hydrostatic pressure
developing on foundation walls, foundation drains will be necessary around all
below-grade areas. The drains should drain to sumps where water can be removed
by pumping. Foundation walls and grade beams should be designed to withstand
lateral earth pressures. The design pressure should be established during design-
level soils investigations.
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Surface Drainage
The performance of foundations will be influenced by surface drainage. The
ground surface around proposed residences should be shaped to provide runoff of
surface water away from the structure and off of pavements. We generally
recommend slopes of at least 12 inches in the first 10 feet where practical in the
landscaping areas surrounding residences. There are practical limitations on
achieving these slopes. Irrigation should be minimized to control wetting. Roof
downspouts should discharge beyond the limits of backfill. Water should not be
allowed to pond on or adjacent to pavements. Proper control of surface runoff is
also important to limit the erosion of surface soils. Sheet flow should not be
directed over unprotected slopes. Water should not be allowed to pond at the crest
of slopes. Permanent slopes should be re-vegetated to reduce erosion.
Water can follow poorly compacted fill behind curb and gutter and in utility
trenches. This water can soften fill and undermine the performance of the
roadways, flatwork and foundations. We recommend compactive effort be used in
placement of all fill.
General Design Considerations
Exterior sidewalks and pavements supported above the on site clays are
subject to post construction movement. Flat grades should be avoided to prevent
possible ponding, particularly next to the building due to soil movement. Positive
grades away from the buildings should be used for sidewalks and flatwork around
the perimeter of the buildings in order to reduce the possibility of lifting of this
flatwork, resulting in ponding next to the structures. Where movement of the
flatwork is objectionable, procedures recommended for on-grade floor slabs should
be considered.
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Joints next to buildings should be thoroughly sealed to prevent the infiltration
of surface water. Where concrete pavement is used, joints should also be sealed to
reduce the infiltration of water. Since some post construction movement of
pavement and flatwork may occur, joints around the buildings should be periodically
observed and resealed where necessary.
Roof drains should be discharged well away from the structures, preferably
by closed pipe systems. Where roof drains are allowed to discharge on concrete
flatwork or pavement areas next to the structures, care should be taken to insure
the area is as water tight as practical to eliminate the infiltration of this water next to
the buildings.
WATER SOLUBLE SULFATES
Concrete that comes into contact with soils can be subject to sulfate attack.
We measured water-soluble sulfate concentrations in one sample from this site.
Additional tests should be performed during design-level investigations. The
concentration measured in this sample was 0.02 percent. Sulfate concentrations
less than 0.1 percent indicate Class 0 exposure to sulfate attack for concrete that
comes into contact with the subsoils, according to the American Concrete Institute
(ACI). For this level of sulfate concentration, ACI indicates any type of cement can
be used for concrete that comes into contact with the subsoils. In our experience,
superficial damage may occur to the exposed surfaces of highly permeable
concrete, even though sulfate levels are relatively low. To control this risk and to
resist freeze-thaw deterioration, the water-to-cementitious material ratio should not
exceed 0.50 for concrete in contact with soils that are likely to stay moist due to
surface drainage or high water tables. Concrete should be air entrained.
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RECOMMENDED FUTURE INVESTIGATIONS
Based on the results of this investigation and the proposed development, we
recommend the following investigations be performed:
1. Review of final site grading plans by our firm;
2. Construction testing and observation for site development;
3. Subgrade investigation and pavement design after site grading is
complete;
4. Design-level soils and foundation investigations after grading;
5. Construction testing and observation for residential building
construction and paving.
LIMITATIONS
Our exploratory borings were located to obtain preliminary subsoil data
indicative of conditions on this site. Although our borings were spaced to obtain a
reasonably accurate picture of subsurface conditions, variations in the subsoils not
indicated in our borings are always possible. We believe this investigation was
conducted in a manner consistent with that level of skill and care ordinarily used by
members of the profession currently practicing under similar conditions in the
locality of this project. No warranty, express or implied, is made.
This report was prepared from data developed during our field exploration,
laboratory testing, engineering analysis and experience with similar conditions. The
recommendations contained in this report were based upon our understanding of
the planned construction. If plans change or differ from the assumptions presented
herein, we should be contacted to review our recommendations.
TH-1
TBM
TH-2
TH-3 TH-4
TH-5
TH-6
Kechter Road
LADY MOON DR.
STRAUSS CABIN RD.
KECHTER RD.
SITE
ROCK CREEK DR.
LEGEND:
INDICATES APPROXIMATE
LOCATION OF EXPLORATORY
BORING
INDICATES APPROXIMATE
LOCATION OF TEMPORARY
BENCHMARK; BACK OF WALK
(ELEVATION 100')
TH-1
TBM
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FIGURE 1
Locations of
Exploratory
Borings
VICINITY MAP
(FORT COLLINS, COLORADO)
NOT TO SCALE
40' 80'
APPROXIMATE
SCALE: 1" = 80'
0'
60
65
70
75
80
85
90
95
100
105
60
65
70
75
80
85
90
95
100
105
39/12
41/12
21/12
16/12
10/12
WC=12.4
DD=117
SW=7.3
SS=0.020
WC=17.1
DD=113
SW=4.5
WC=6.7
-200=17
WC=12.4
DD=117
SW=7.3
SS=0.020
WC=17.1
DD=113
SW=4.5
WC=6.7
-200=17
TH-1
El. 103.5
10/12
19/12
10/12
9/12
7/12
WC=11.1
DD=97
SW=0.4
WC=12.5
DD=123
SW=1.6
WC=18.0
DD=114
SW=0.4
WC=22.6
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 117 PCF
From TH - 1 AT 4 FEET MOISTURE CONTENT= 12.4 %
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APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results
FIGURE A-1
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
8
9
10
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
0.1 1.0 10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 113 PCF
From TH - 1 AT 9 FEET MOISTURE CONTENT= 17.1 %
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APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results
FIGURE A-2
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
0.1 1.0 10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 97 PCF
From TH - 2 AT 4 FEET MOISTURE CONTENT= 11.1 %
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APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results
FIGURE A-3
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
0.1 1.0 10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 123 PCF
From TH - 2 AT 9 FEET MOISTURE CONTENT= 12.5 %
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APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results
FIGURE A-4
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
0.1 1.0 10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 114 PCF
From TH - 2 AT 14 FEET MOISTURE CONTENT= 18.0 %
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APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results
FIGURE A-5
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
0.1 1.0 10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 108 PCF
From TH - 2 AT 19 FEET MOISTURE CONTENT= 22.6 %
TWG DEVELOPMENT, LLC
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APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results
FIGURE A-6
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
ADDITIONAL COMPRESSION UNDER
CONSTANT PRESSURE DUE TO WETTING
0.1 1.0 10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 101 PCF
From TH - 2 AT 24 FEET MOISTURE CONTENT= 26.0 %
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTL | T PROJECT NO. FC08892-115
APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results
FIGURE A-7
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
NO MOVEMENT DUE TO WETTING
0.1 1.0 10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 117 PCF
From TH - 3 AT 4 FEET MOISTURE CONTENT= 10.9 %
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTL | T PROJECT NO. FC08892-115
APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results
FIGURE A-8
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
0.1 1.0 10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 118 PCF
From TH - 3 AT 9 FEET MOISTURE CONTENT= 13.2 %
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 120 PCF
From TH - 3 AT 14 FEET MOISTURE CONTENT= 15.9 %
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTL | T PROJECT NO. FC08892-115
APPLIED PRESSURE - KSF
APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results FIGURE A-9
COMPRESSION % EXPANSION
-4
-3
-2
-1
0
1
2
3
4
5
6
7
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
-4
-3
-2
-1
0
1
2
3
ADDITIONAL COMPRESSION
UNDER CONSTANT PRESSURE DUE
TO WETTING
0.1 1.0 10 100
0.1
1.0
10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 111 PCF
From TH - 4 AT 9 FEET MOISTURE CONTENT= 13.3 %
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 112 PCF
From TH - 4 AT 14 FEET MOISTURE CONTENT= 13.5 %
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTL | T PROJECT NO. FC08892-115
APPLIED PRESSURE - KSF
APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results FIGURE A-10
COMPRESSION % EXPANSION
-4
-3
-2
-1
0
1
2
3
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
-4
-3
-2
-1
0
1
2
3
NO MOVEMENT DUE TO WETTING
0.1 1.0 10 100
0.1
1.0
10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 113 PCF
From TH - 5 AT 4 FEET MOISTURE CONTENT= 17.1 %
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 116 PCF
From TH - 5 AT 9 FEET MOISTURE CONTENT= 16.6 %
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTL | T PROJECT NO. FC08892-115
APPLIED PRESSURE - KSF
APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results FIGURE A-11
COMPRESSION % EXPANSION
-4
-3
-2
-1
0
1
2
3
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
-4
-3
-2
-1
0
1
2
3
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
0.1 1.0 10 100
0.1
1.0
10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 117 PCF
From TH - 6 AT 9 FEET MOISTURE CONTENT= 15.8 %
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 118 PCF
From TH - 6 AT 14 FEET MOISTURE CONTENT= 14.3 %
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTL | T PROJECT NO. FC08892-115
APPLIED PRESSURE - KSF
APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results FIGURE A-12
COMPRESSION % EXPANSION
-4
-3
-2
-1
0
1
2
3
EXPANSION UNDER CONSTANT
PRESSURE DUE TO WETTING
-4
-3
-2
-1
0
1
2
3
ADDITIONAL COMPRESSION
UNDER CONSTANT PRESSURE DUE
TO WETTING
0.1 1.0 10 100
0.1
1.0
10 100
Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 112 PCF
From TH - 6 AT 19 FEET MOISTURE CONTENT= 19.5 %
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTL | T PROJECT NO. FC08892-115
APPLIED PRESSURE - KSF
COMPRESSION % EXPANSION
Swell Consolidation
Test Results
FIGURE A-13
-8
-7
-6
-5
-4
-3
-2
-1
0
1
2
3
4
5
6
7
NO MOVEMENT DUE TO WETTING
0.1 1.0 10 100
Sample of SAND, CLAYEY, GRAVELLY (SC) GRAVEL 11
% SAND 72 %
From TH - 1 AT 14 FEET SILT & CLAY 17
% LIQUID LIMIT %
PLASTICITY INDEX %
Sample of SAND, CLAYEY, GRAVELLY (SC) GRAVEL 8
% SAND 73 %
From TH - 3 AT 19 FEET SILT & CLAY 19
% LIQUID LIMIT %
PLASTICITY INDEX %
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTL | T PROJECT NO. FC08892-115
FIGURE A-14
Gradation
Test Results
0.002
15 MIN.
.005
60 MIN.
.009
19 MIN.
.019
4 MIN.
.037
1 MIN.
.074
*200
.149
*100
.297
*50
0.42
*40
.590
*30
1.19
*16
2.0
*10
2.38
*8
4.76
*4
9.52
3/8"
19.1
3/4"
36.1
1½"
76.2
3"
127
5"
152
6"
200
8"
.001
45 MIN.
PASSING WATER-
MOISTURE DRY LIQUID PLASTICITY APPLIED SWELL NO. 200 SOLUBLE
DEPTH CONTENT DENSITY LIMIT INDEX SWELL* PRESSURE PRESSURE SIEVE SULFATES
BORING (FEET) (%) (PCF) (%) (PSF) (PSF) (%) (%) DESCRIPTION
TH-1 4 12.4 117 7.3 500 0.02 CLAY, SANDY (CL)
TH-1 9 17.1 113 4.5 1,100 CLAY, SANDY (CL)
TH-1 14 6.7 17 SAND, CLAYEY, GRAVELLY (SC)
TH-2 4 11.1 97 0.4 500 800 CLAY, SANDY (CL)
TH-2 9 12.5 123 1.6 1,100 4,900 CLAY, SANDY (CL)
TH-2 14 18.0 114 0.4 500 1,100 CLAY, SANDY (CL)
TH-2 19 22.6 108 -0.2 2,400 CLAY, SANDY (CL)
TH-2 24 26.0 101 0.0 3,000 CLAY, SANDY (CL)
TH-3 4 10.9 117 3.8 500 5,500 CLAY, SANDY (CL)
TH-3 9 13.2 118 1.1 1,100 CLAY, SANDY (CL)
TH-3 14 15.9 120 -0.1 1,800 CLAY, SANDY (CL)
TH-3 19 11.9 113 19 SAND, CLAYEY, GRAVELLY (SC)
TH-4 9 13.3 111 1.2 1,100 CLAY, SANDY (CL)
TH-4 14 13.5 112 0.0 1,800 CLAY, SANDY (CL)
TH-5 4 17.1 113 1.2 500 CLAY, SANDY (CL)
TH-5 9 16.6 116 0.2 1,100 CLAY, SANDY (CL)
TH-6 4 11.2 108 41 22 69 CLAY, SANDY (CL)
TH-6 9 15.8 117 0.2 1,100 CLAY, SANDY (CL)
TH-6 14 14.3 118 -0.2 1,800 CLAY, SANDY (CL)
TH-6 19 19.5 112 0.0 2,400 CLAY, SANDY (CL)
SWELL TEST RESULTS*
TABLE A-I
SUMMARY OF LABORATORY TESTING
ATTERBERG LIMITS
Page 1 of 1
* NEGATIVE VALUE INDICATES COMPRESSION.
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTL|T PROJECT NO. FC08892-115
APPENDIX A
LABORATORY TEST RESULTS
TABLE A-I: SUMMARY OF LABORATORY TEST RESULTS
APPENDIX B
GUIDELINE SITE GRADING SPECIFICATIONS
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTLT PROJECT NO. FC08892-115
B-1
GUIDELINE SITE GRADING SPECIFICATIONS
1. DESCRIPTION
This item shall consist of the excavation, transportation, placement and
compaction of materials from locations indicated on the plans, or staked by
the Engineer, as necessary to achieve preliminary street and overlot
elevations. These specifications shall also apply to compaction of excess cut
materials that may be placed outside of the development boundaries.
2. GENERAL
The Soils Engineer shall be the Owner's representative. The Soils Engineer
shall approve fill materials, method of placement, moisture contents and
percent compaction, and shall give written approval of the completed fill.
3. CLEARING JOB SITE
The Contractor shall remove all vegetation and debris before excavation or fill
placement is begun. The Contractor shall dispose of the cleared material to
provide the Owner with a clean, neat appearing job site. Cleared material
shall not be placed in areas to receive fill or where the material will support
structures of any kind.
4. SCARIFYING AREA TO BE FILLED
All topsoil and vegetable matter shall be removed from the ground surface
upon which fill is to be placed. The surface shall then be plowed or scarified
until the surface is free from ruts, hummocks or other uneven features, which
would prevent uniform compaction.
5. COMPACTING AREA TO BE FILLED
After the foundation for the fill has been cleared and scarified, it shall be
disked or bladed until it is free from large clods, brought to the proper moisture
content (0 to 3 percent above optimum moisture content for clays and within 2
percent of optimum moisture content for sands) and compacted to not less
than 95 percent of maximum dry density as determined in accordance with
ASTM D698.
6. FILL MATERIALS
Fill soils shall be free from organics, debris or other deleterious substances,
and shall not contain rocks or lumps having a diameter greater than six (6)
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTLT PROJECT NO. FC08892-115
B-2
inches. Fill materials shall be obtained from cut areas shown on the plans or
staked in the field by the Engineer.
On-site materials classifying as CL, CH, SC, SM, SW, SP, GP, GC and GM
are acceptable. Concrete, asphalt, organic matter and other deleterious
materials or debris shall not be used as fill.
7. MOISTURE CONTENT AND DENSITY
Fill material shall be moisture conditioned and compacted to the criteria in the
table, below. Maximum density and optimum moisture content shall be
determined from the appropriate Proctor compaction tests. Sufficient
laboratory compaction tests shall be made to determine the optimum moisture
content for the various soils encountered in borrow areas.
FILL COMPACTION AND MOISTURE REQUIREMENTS
Soil
Type
Depth from
Final Grade
(feet)
Moisture Requirement
(% from optimum)
Density Requirement
Clay
0 to 15 feet
0 to +3 95% of ASTM D 698
Sand -2 to +2 95% of ASTM D 698
Clay Greater than 15
feet
-2 to +1 98% of ASTM D 698
Sand -2 to +1 95% of ASTM D 1557
The Contractor may be required to add moisture to the excavation materials in
the borrow area if, in the opinion of the Soils Engineer, it is not possible to
obtain uniform moisture content by adding water on the fill surface. The
Contractor may be required to rake or disc the fill soils to provide uniform
moisture content through the soils.
The application of water to embankment materials shall be made with any
type of watering equipment approved by the Soils Engineer, which will give the
desired results. Water jets from the spreader shall not be directed at the
embankment with such force that fill materials are washed out.
Should too much water be added to any part of the fill, such that the material
is too wet to permit the desired compaction from being obtained, rolling and all
work on that section of the fill shall be delayed until the material has been
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTLT PROJECT NO. FC08892-115
B-3
allowed to dry to the required moisture content. The Contractor will be
permitted to rework wet material in an approved manner to hasten its drying.
8. COMPACTION OF FILL AREAS
Selected fill material shall be placed and mixed in evenly spread layers. After
each fill layer has been placed, it shall be uniformly compacted to not less
than the specified percentage of maximum density. Fill shall be compacted to
the criteria above. At the option of the Soils Engineer, soils classifying as SW,
GP, GC, or GM may be compacted to 95 percent of maximum density as
determined in accordance with ASTM D 1557 or 70 percent relative density for
cohesionless sand soils. Fill materials shall be placed such that the thickness
of loose materials does not exceed 12 inches and the compacted lift thickness
does not exceed 6 inches.
Compaction as specified above, shall be obtained by the use of sheepsfoot
rollers, multiple-wheel pneumatic-tired rollers, or other equipment approved by
the Engineer for soils classifying as CL, CH, or SC. Granular fill shall be
compacted using vibratory equipment or other equipment approved by the
Soils Engineer. Compaction shall be accomplished while the fill material is at
the specified moisture content. Compaction of each layer shall be continuous
over the entire area. Compaction equipment shall make sufficient trips to
ensure that the required density is obtained.
9. COMPACTION OF SLOPES
Fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compaction operations shall be continued until slopes
are stable, but not too dense for planting, and there is not appreciable amount
of loose soils on the slopes. Compaction of slopes may be done
progressively in increments of three to five feet (3' to 5') in height or after the
fill is brought to its total height. Permanent fill slopes shall not exceed 3:1
(horizontal to vertical).
10. PLACEMENT OF FILL ON NATURAL SLOPES
Where natural slopes are steeper than 20 percent in grade and the placement
of fill is required, benches shall be cut at the rate of one bench for each 5 feet
in height (minimum of two benches). Benches shall be at least 10 feet in
width. Larger bench widths may be required by the Engineer. Fill shall be
placed on completed benches as outlined within this specification.
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTLT PROJECT NO. FC08892-115
B-4
11. DENSITY TESTS
Field density tests shall be made by the Soils Engineer at locations and
depths of his choosing. Where sheepsfoot rollers are used, the soil may be
disturbed to a depth of several inches. Density tests shall be taken in
compacted material below the disturbed surface. When density tests indicate
that the density or moisture content of any layer of fill or portion thereof is not
within specification, the particular layer or portion shall be reworked until the
required density or moisture content has been achieved.
12. SEASONAL LIMITS
No fill material shall be placed, spread or rolled while it is frozen, thawing, or
during unfavorable weather conditions. When work is interrupted by heavy
precipitation, fill operations shall not be resumed until the Soils Engineer
indicates that the moisture content and density of previously placed materials
are as specified.
13. NOTICE REGARDING START OF GRADING
The Contractor shall submit notification to the Soils Engineer and Owner
advising them of the start of grading operations at least three (3) days in
advance of the starting date. Notification shall also be submitted at least 3
days in advance of any resumption dates when grading operations have been
stopped for any reason other than adverse weather conditions.
14. REPORTING OF FIELD DENSITY TESTS
Density tests made by the Soils Engineer, as specified under "Density Tests"
above, shall be submitted progressively to the Owner. Dry density, moisture
content, and percentage compaction shall be reported for each test taken.
15. DECLARATION REGARDING COMPLETED FILL
The Soils Engineer shall provide a written declaration stating that the site was
filled with acceptable materials and was placed in general accordance with the
specifications.
0
10
20
30
40
50
60
70
80
90
100
CLAY (PLASTIC) TO SILT (NON-PLASTIC)
SANDS
FINE MEDIUM COARSE
GRAVEL
FINE COARSE COBBLES
DIAMETER OF PARTICLE IN MILLIMETERS
25 HR. 7 HR.
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
PERCENT PASSING
0
10
20
30
50
60
70
80
90
100
PERCENT RETAINED
40
0.002
15 MIN.
.005
60 MIN.
.009
19 MIN.
.019
4 MIN.
.037
1 MIN.
.074
*200
.149
*100
.297
*50
0.42
*40
.590
*30
1.19
*16
2.0
*10
2.38
*8
4.76
*4
9.52
3/8"
19.1
3/4"
36.1
1½"
76.2
3"
127
5"
152
6"
200
8"
.001
45 MIN.
0
10
20
30
40
50
60
70
80
90
100
CLAY (PLASTIC) TO SILT (NON-PLASTIC)
SANDS
FINE MEDIUM COARSE
GRAVEL
FINE COARSE COBBLES
DIAMETER OF PARTICLE IN MILLIMETERS
25 HR. 7 HR.
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
PERCENT PASSING
PERCENT RETAINED
0
10
20
30
40
50
60
70
80
90
100
DD=108
SW=-0.2
WC=26.0
DD=101
SW=0.0
WC=11.1
DD=97
SW=0.4
WC=12.5
DD=123
SW=1.6
WC=18.0
DD=114
SW=0.4
WC=22.6
DD=108
SW=-0.2
WC=26.0
DD=101
SW=0.0
TH-2
El. 103.5
12/12
16/12
13/12
19/12
8/12
WC=10.9
DD=117
SW=3.8
WC=13.2
DD=118
SW=1.1
WC=15.9
DD=120
SW=-0.1
WC=11.9
DD=113
-200=19
WC=10.9
DD=117
SW=3.8
WC=13.2
DD=118
SW=1.1
WC=15.9
DD=120
SW=-0.1
WC=11.9
DD=113
-200=19
TH-3
El. 104.0
15/12
14/12
16/12
10/12
10/12
WC=13.3
DD=111
SW=1.2
WC=13.5
DD=112
SW=0.0
WC=13.3
DD=111
SW=1.2
WC=13.5
DD=112
SW=0.0
TH-4
El. 103.5
13/12
10/12
27/12
9/12
8/12
WC=17.1
DD=113
SW=1.2
WC=16.6
DD=116
SW=0.2
WC=17.1
DD=113
SW=1.2
WC=16.6
DD=116
SW=0.2
TH-5
El. 98.5
13/12
13/12
8/12
11/12
22/12
WC=11.2
DD=108
LL=41 PI=22
-200=69
WC=15.8
DD=117
SW=0.2
WC=14.3
DD=118
SW=-0.2
WC=19.5
DD=112
SW=0.0
WC=11.2
DD=108
LL=41 PI=22
-200=69
WC=15.8
DD=117
SW=0.2
WC=14.3
DD=118
SW=-0.2
WC=19.5
DD=112
SW=0.0
TH-6
El. 103.5
ELEVATION - FEET
FIGURE 2
DRIVE SAMPLE. THE SYMBOL 39/12 INDICATES 39 BLOWS OF A 140-POUND HAMMER
FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 12 INCHES.
ELEVATION - FEET
WATER LEVEL MEASURED SEVERAL DAYS AFTER DRILLING.
SAND, CLEAN TO CLAYEY, WET, MEDIUM DENSE, BROWN, REDDISH BROWN (SP, SC)
2.
3.
CLAY, SANDY, MOIST, STIFF TO VERY STIFF, BROWN, OLIVE (CL)
THE BORINGS WERE DRILLED ON MAY 10 AND 16, 2019 USING 4-INCH DIAMETER
CONTINUOUS-FLIGHT AUGERS AND A TRUCK-MOUNTED DRILL RIG.
1.
LEGEND:
NOTES:
SAND AND GRAVEL, SLIGHTLY CLAYEY, WET, MEDIUM DENSE, BROWN, REDDISH BROWN
(SP, GP)
WATER LEVEL MEASURED AT TIME OF DRILLING.
BORING ELEVATIONS WERE SURVEYED BY A REPRESENTATIVE OF OUR FIRM
REFERENCING THE TEMPORARY BENCHMARK SHOWN ON FIGURE 1.
THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN
THIS REPORT.
4.
Summary Logs of
Exploratory Borings
WC
DD
SW
-200
LL
PI
UC
SS
-
-
-
-
-
-
-
-
INDICATES DEPTH WHERE HOLE CAVED.
INDICATES MOISTURE CONTENT (%).
INDICATES DRY DENSITY (PCF).
INDICATES SWELL WHEN WETTED UNDER OVERBURDEN PRESSURE (%).
INDICATES PASSING NO. 200 SIEVE (%).
INDICATES LIQUID LIMIT.
INDICATES PLASTICITY INDEX.
INDICATES UNCONFINED COMPRESSIVE STRENGTH (PSF).
INDICATES SOLUBLE SULFATE CONTENT (%).
TWG DEVELOPMENT, LLC
3620 EAST KECHTER ROAD
CTL | T PROJECT NO. FC08892-115