HomeMy WebLinkAbout20203333.tiff EXEA110
SCHEDIO GROUP
Exhibit 28. 1
Soils Report
Preliminary Geotechnical Investigation — Keenesburg No. 2 Mine
Prepared by CTL Thompson, Inc . and dated February 10, 2020
PROGRAM MANAGEMENT I ENGINEERING CONSULTING I SPECIAL DISTRICTS
Exhibit 28 . 1 Page 1 of 49
CTLITHOMPSON
INCORPORATED.
PRELIMINARY
GEOTECHNICAL AL INVESTIGATION
COLORADO SAND COMPANY SAND PLANT
KEENESBURG NO . 2 MINE
WELD COUNTY, COLORADO
Prepared For:
SCHEDIO GROUP , LLC
808 9th Street
Greeley , Colorado 80631
Attention : Timothy A. McCarthy
Project No . FC08689- 125
February 10 , 2020
400 North Link Lane I Fort Collins, Colorado 80524
Telephone : 970-206-9455 Fax : 970-206-9441
Exhibit 28 . 1 Page 2 of 49
TABLE OF CONTENTS
SCOPE I
SUMMARY OF CONCLUSIONSI
SITE DESCRIPTION AND PROPOSED CONSTRUCTION
GEOLOGIC HARD 2
SUBSURFACE CONDITIONS 4
DEVELOPMENT RECOMMENDATIONS
Site Grading 4
Utility Construction . .
Preliminary Pavement Thicknesses
CONSIDERATIONS FOR STRUCTURES
Foundations
Floor Systems and Slab-on-Grade Construction 7
Surface Drainage 7
General Design Considerations8
RECOMMENDED FUTURE INVESTIGATIONS AND TESTING9
LIMITATIONS9
FIGURE 1 - LOCATIONS OF EXPLORATORY BORINGS
APPENDIX — SUMMARY LOGS F EXPLORATORY BORINGS
APPENDIX B — LABORATORY TEST RESULTS
Table B- 1 — Summary of Laboratory Test Results
APPENDIX A — GUIDELINE SITE GRADING SPECIFICATIONS
Exhibit 28 . 1 Page 3 of 49
SCOPE
This report presents the results of our Preliminary Geotechnical Investigation
for the Colorado Sand Company Sand Plant near Keenesburg , Colorado . We
previously provided a Geotechnical Investigation at the site to identify the potential
minable sand material . The purpose of the current investigation was to identify
geologic hazards that may exist at the sand plant site and to evaluate the
subsurface conditions to assist in planning and budgeting for the proposed
development . The report includes description of subsoil , bedrock, and groundwater
conditions found in our exploratory borings , and discussions of site development as
influenced by geotechnical considerations .
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 . No geologic or geotechnical conditions were identified which would
preclude development of this site .
2 . Soils encountered in our borings across the site generally consisted of
loose to medium dense, interlayered clean to slightly clayey sand and
clayey sand with occasional sandy clay . Topsoil depths measured from I
to 4 inches in the borings during drilling . No bedrock was encountered
during this investigation .
3 . Groundwater was encountered in eleven borings at depths of 5 to 27 feet .
We recommend a minimum 3-foot, preferably 5-feet separation from floor
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SCHEDIO GROUP, LLC
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 4 of 49
slabs and footing foundations to groundwater.
4 . Spread footing foundations are likely appropriate for structures at this site .
5 . The risk of poor slab-on-grade performance is likely to be low across the
site . Slab-on -grade floors can be used
6 . Pavement subgrade at this site is non -expansive . Mitigation for swell is
likely not necessary . Preliminary pavement thickness recommendations
are provided in this report .
7 . Overall surface drainage should be designed to provide rapid run -off of
surface water away from the proposed residences . Water should not be
allowed to pond near the crest of slopes , on or adjacent to pavements , or
adjacent to structures . All permanent slopes should be re-vegetated to
reduce erosion .
8 . Further investigations are required to make design recommendations for
foundations , floors , and pavements .
SITE DESCRIPTION AND PROPOSED CONSTRUCTION
The project area is located southeast of County Road 26 and County Road
59 in Weld County, Colorado . At the time of our investigation , the site was
undeveloped . The site is relatively flat with ground cover consisting of grasses and
weeds . We understand the proposed construction will consist of a sand mine and
plant . The plant will be located in the northwest portion of the site near boring OR-
15 (see Figure 1 ) . The plant will include a dry and wet sand storage, equipment
shop , maintenance building , quality control lab, supervisor office, mine office, water
treatment building , electrical house, scale house, employee breakroom , and wet
plant enclosure .
GEOLOGIC HAZARDS
Colorado is a challenging location to practice geotechnical engineering . The
climate is relatively dry and the near-surface soils are typically dry and relatively stiff.
These soils and related sedimentary bedrock formations tend to react to changes in
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SCHEDIO GROUP, LLC
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 5 of 49
flit
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moisture conditions . Some of the soils swell as they increase in moisture and are
called expansive soils . Other soils can settle significantly upon wetting and are
referred to as collapsing soils . Most of the land available for development east of
the Front Range is underlain by expansive clay or claystone bedrock near the
surface . Laboratory tests on samples from this site show generally low swell
potential . Areas of more expansive soil may be present .
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 , 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 . Typical mitigation methods consist of sealing soil gas entry
areas and ventilation of below-grade spaces and perimeter drain systems ( if any) .
Radon rarely accumulates to significant levels in above-grade spaces . The only
reliable method to determine the concentration of radon is to perform testing after
construction .
FIELD AND LABORATORY INVESTIGATIONS
Subsurface conditions were investigated by drilling 24 exploratory borings .
The sand plant will be located near GR- 15 (see Figure 1 ) . The borings were drilled
using a truck-mounted drill rig with 4 -inch diameter, continuous-flight augers . Our
field representative observed drilling , logged the soils found in the borings and
obtained samples . Summary logs of the subsurface conditions found in the borings
and field penetration resistance values are presented in Appendix A.
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SCHEDIO GROUP, LLC
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 6 of 49
Samples recovered from the borings were returned to our laboratory and
visually classified by the geotechnical engineer for this project. Laboratory testing
included moisture content , dry unit weight , direct shear, and particle-size analyses .
Laboratory test results are presented in Appendix B and summarized in Table
SUBSURFACE CONDITIONS
Soils encountered in our borings generally consisted of loose to medium
dense , interlayered clean to slightly clayey sand and clayey sand with occasional
sandy clay . Topsoil depths measured from I to 4 inches in the borings during
drilling . No bedrock was encountered during this investigation . Groundwater was
encountered in eleven borings at depths of 5 to 27 feet . We recommend a minimum
3-foot , preferably 5-feet separation from floor slabs and footing foundations to
groundwater. Further description of the subsurface conditions is provided on our
boring logs and in our laboratory test results .
DEVELOPMENT RECOMMENDATIONS
Site Grading
The properties of site grading fill will affect the performance of foundations ,
slabs -on-grade, utilities , and pavements . The ground surface in areas to be filled
should be stripped of vegetation , scarified , moisture-conditioned , and densely
compacted . The on-site soils can be used as site grading fill provided they are
substantially free of organics and other deleterious materials . Permanent cut and fill
slopes should be no steeper than 3 : 1 (horizontal to vertical ) and be seeded or
mulched to reduce erosion . Use of flatter (4 : 1 ) slopes is preferable .
Our experience has shown clay fill moisture treated to optimum moisture
content or above will exhibit lower swell than drier material . Clay fill should be
4
SCHEDIO GROUP, LLC
COLORADO SAND COMPANY SAND PLANT
CTL T PROJECT NO. FC08689-128
Exhibit 28 . 1 Page 7 of 49
moisture-conditioned to between optimum and 3 percent above optimum moisture
content and compacted to at least 95 percent of standard Proctor maximum dry
density (ATM D 698 ) . Sand fill should be moisture-conditioned to within 2 percent
of optimum moisture content . The placement and compaction of site grading fill
should be observed and density tested by our representative during construction .
Guideline grading specifications are presented in Appendix A. Permanent slopes
should be terraced and re-vegetated to reduce erosion .
Utility Construction
We believe excavations for utility installation can be performed with heavy-
duty trenchers, excavators , or large backhoes . Groundwater will likely be
encountered in deep trenches . Bracing and/or temporary dewatering may be
required during utility construction . Dewatering may be accomplished by sloping
excavations to occasional sumps where water can be removed by pumping . The
sumps should be several feet below the bottom of the excavations so that water is
pumped down through the soils rather than up through the bottom of the
excavations to reduce potential that the support capacity of the subsoils will be
compromised .
Utility trenches should be sloped or shored to meet local , state , and federal
safety regulations . 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 . Initial trench excavations may
be unstable and require flatter slopes than required by OSHA. Contractors should
identify the soils encountered in the excavations and refer to OSHA standards to
determine appropriate slopes . Excavations deeper than 20 feet should be designed
by a professional engineer.
Water and sewer lines are usually constructed beneath paved roads .
Compaction of trench backfill can have a significant effect on the life and
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SCHEDIO GROUP, LLC
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 8 of 49
serviceability of pavements . Our experience indicates compacted trench backfill
may settle 1 to 2 percent . More settlement may occur if wetting of the fill occurs .
Trench backfill should be placed in thin loose lifts , moisture-conditioned and
compacted as recommended in the Site Grading section of this report . The
placement and compaction of backfill should be observed and tested by our firm
during construction .
Preliminary Pavement Thicknesses
We judge the risk of pavement distress due to expansive soils is low at this
site . Preliminary pavement thickness alternatives are presented in Table A below .
These thicknesses should be used for planning purposes only . We recommend a
subgrade investigation and final pavement design after site grading is complete .
TABLE A
PRELIMINARY PAVEMENT THICKNESS ALTERNATIVES
Classification HMA* + ABC* PCC*
Parking Areas 4 " HMA + 6" ABC 6" PCC
Access Drives I Heavy
5" HMA + 6" ABC 6" PCC
Traffic Areas
* HMA = Hot Mix Asphalt; ABC = Aggregate Base Course ; PCC = Portland Cement Concrete
CONSIDERATIONS FOR STRUCTURES
The following discussion is preliminary and not intended for design or
construction . After grading is completed , a design level geotechnical investigation
should be conducted which provides recommendations and design criteria for the
planned construction .
6
SCHEDIO GROUP, LLC
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 9 of 49
IJ u
■
Foundations
Subsurface conditions encountered in our borings were relatively consistent .
We judge that spread footing foundations are likely appropriate for structures at this
site . A design-level geotechnical investigation is necessary to provide more detailed
foundation recommendations . We recommend a minimum 3-foot (preferably 5-foot)
separation from foundation excavations to groundwater.
Floor Systems and Slab-on-Grade construction
Soils encountered in our borings were generally low-swelling or non-
expansive . The risk of poor slab-on -grade performance due to soil conditions at this
site is likely low . Slab-on -grade floors may still experience some movements .
Structurally supported floors can be considered in order to minimize movements and
associated distress to floor systems .
Surface Drainage
The performance of improvements will be influenced by surface drainage .
The ground surface around proposed structures 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 structures . 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 .
7
SCHEDIO GROUP, LLC
COLORADO SAND COMPANY SAND PLANT
CTL T PROJECT NO. FC08689-128
Exhibit 28 . 1 Page 10 of 49
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 soils 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 .
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
structures .
Investigations in nearby areas have encountered areas of shallow
groundwater and heavily cemented sand and gravel (caliche) . Shallow groundwater
may limit basement depths preclude basement construction , and caliche may
present difficulties during excavations and could require ripping and/or blasting .
8
SCHEDIO GROUP, LLC
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 11 of 49
Based on information from our borings , we judge that shallow groundwater and
caliche are unlikely to affect residence construction over most or all of the site .
RECOMMENDED FUTURE INVESTIGATIONS AND TESTING
Based on the results of this investigation and the proposed development , we
recommend our firm perform the following investigations :
1 . Review of site grading plans once the plans are available;
2 . Design -level Soils and Foundation Investigation after grading ; and
3 . Construction testing and observation during site development , and building
construction , including compaction testing of grading fill , utility trench backfill
and pavements, and foundation installation observations .
LIMITATIONS
This report has been prepared for the exclusive use of Schedio Group , LLC
for the purpose of providing geotechnical design and construction criteria for the
proposed project . The information and conclusions presented herein are based
upon consideration of many factors including , but not limited to, the type of
development proposed , the geologic setting , and the subsurface conditions
encountered . The information contained in the report are not valid for use by others .
Standards of practice evolve in the area of geotechnical engineering . The
information provided is appropriate for about five years . If the development of the
site does not occur within five years, we should be contacted to determine if we
should update this report.
Twenty-four borings were drilled during this investigation to obtain a
reasonably accurate picture of the subsurface conditions . Variations in the
subsurface conditions not indicated by our borings are possible . We believe this
investigation was conducted with that level of skill and care ordinarily used by
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SCHEDIO GROUP, LLC
COLORADO SAND COMPANY SAND PLANT
CTL T PROJECT NO. FC08689-128
Exhibit 28 . 1 Page 12 of 49
geotechnical engineers practicing in this area at this time . No warranty , express or
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 subsurface conditions on design of the structures ,
please call .
Very truly yours , ,�-- 00 Q"%
CTL I THOMPSON , I ' ? ,Fret: . ' %i' it%tea .0
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Spencer Schram , P " ffr % i :
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Geotechnical ica l Department Ma �`. - r
10
SCHEDIO GROUP, LLC
CSP SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 13 of 49
r1 iCR 26
(f SITE w-►
LEGEND :
GR- 15 INDICATES APPROXIMATE WCR2o
• LOCATION OF EXPLORATORY
BORING
.er.•••n •n (-9,10
2-3% INDICATES APPROXIMATE SLOPE VICINITY MAP
;, DIRECTION AND GRADE (%) (KEEN ESBURC, COLORADO AREA)
4)
NOT TO SCALE
7
a West County Road 26
�,r. Property Lines Dry Sand Storage Building
'stir•
Mobile Equipment Shop
J frit Iii,A.,
t tt,
W e
* to
n iii,
... gil.
. g•.• iii, 2-3%
Electrical House- ,'.
... _ Wet Sand Storage & Decant
Scale House 3.� . 'A f g
_s_...--9.. - .: 41, - Building
*etT sea* is _ease
O IF Ali � i —4c"''
Y ilow
fibi -� i _-e . " A' i R 15 4F4
y
•
;* 111*
Maintenance Building
ca Em to ee; . :. `
• +r . • .�
ilsoe ` Win ► e S ellia eypeyCrai ` ek0eia
IL el �' iiIii:it rilll s
; i'�U � � t#_ :Lc +��r tle le;+�� is41.
'tar ?far
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, ,..,. 4,4 tripi.
a r..iVAR "SOS 'V�►I�� CCCC�*1YY' I'OCCCCCC��iiiifffff
� Quality Control Lab :elk
ie :. .� e S.. .. 0. Supervisor of cece #
IV,. el v \i=---.4 0404
Mine Office
- #�- . �� �I -�`� SCALE : 1 - 400
MI V; a; - _ . d 0' 200' 400'
*fir • . 1
4 t i
Approximate Location otk
ifroativotoot„.....41
of Water Lines
rx� }# . .,..;
, '� `- . r Water Treatment
be sake t '!4
YET Y�T`�iT
TYf
Wet Plant Enclosure
I
SCHEDIO GROUP, LLC
Locations of Profile Pits
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC09205-132
FIGURE 1
Exhibit 28 . 1 Page 14 of 49
APPENDIX A
SUMMARY LOGS OF EXPLORATORY BORINGS
Exhibit 28 . 1 Page 15 of 49
GR- 15 GR- 16 GR- 17 GR- 18 GR- 19
• . • ;• . . ... ...
•. / . • .
. • . • . . • .
•
ee .. . . .
• . • •
. . .• .
. .
• / . . . .
. . . . .
.. .
. . . . • . •
• • . .
i. • . .
• . .
•
16/12 .. ..• 7/ 12 � 7/ 12 6/ 12 • ••' 8/ 12
ar• c=8. . • � . . . . ' • •' � • ' � WC=3.2
5 ' • r DD=112 • . • • • ' -200=6 5
•
• • .
• ••' 6/ 12 24112 .' • . 19/ 12 -110/12 111 /12
• ' •' ' • ( we=1 .9 • . . . WC=4.9 • ' •' WC=3.5 • '
10 • . oa15=20 • DD 1a ' ' -200=6 • ' 10
•
. . er. • . . .
. . .• . .
. .
• . 4". . . . .
.. . . . . .. .
• • . •
• •
. . .
. . . .
• i ..4. •. , • •
• ••' 15/12 '•• • .. 23/12 - •• 5/ 15/12 ••' 23/12 • •' 13/12
15 • . j WC=3.8 ' • [ ' . [ ' •' [ WC= .9
-200=4 ;le.' ; • • ' -200=4 15
•
f '•• . '.• e 19/12 27/12 22/12117/12 ft
• , 116/12
' • ( WC=20.7 • ' • [ WC=7.4 • ' •' � WC=5.0 • ' ,
i 20 �`� r`• DD=106 • ' DD=112 • • • ' -200=8 . • ' 20 i
I- , • ' -200=40 • • -200=11 .• . .• . • I-
w e ..' ..' • ' w
"L • • ' .. .
im* ?15/12 i 113/12 28/12 • 33/12 ••' 18112
25 I` I : . 25
0.1 22/12 +� /15/12 - 10/12 5 114/12 • •'� 10/12
ta1
30
35 35
40 40
Summary Logs of
Exploratory Borings
SCNEDIO GROUP, LLC FIGURE A- 1
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 23 . 1 Page 16 of 49
GR-20 GR-21 GR-22 GR-23 GR-24
. . � : ..:
: : . .•
• 7112 •' • 18112 /' 111 /12 10112 9112
•• � WC=3.5 [ WC=8.2 .
5 • . S . -200=4 • . Do=112 5
.• . .• . • -200=23 ,/r
•
•• •••• 6/ 12 • / ; 111 /12 . 18/12 .' 28112
• ' 115/12
I we=22.9 . • .• 'we=1 7.9 [ WC=6.3
10 •S . • . • . • . - DD=1a5 .• -2aa=� DD=1a8 10
.: : • .: : • -200=20 :'. -200=9
1
s...." 18112 -....1 24/12 j .4/ 18112 - 1 12112 " 26/12
S . [ rC=6.4 . [ WC=5.5 [ ' . [ WC=9.1 • • p 15 DD=11a �• -2aa=14 / �• -2aa=13 /• 15
. • / -200=20 • •r /, • •r • /
w ' • 24112 ' • 50112 '•• ) 18112 ' • 9/12 9112 w
' +' ' [ ' ' [ WC=19.6 ' • [ [ WC=24.4
_ 20 ,,� ,,; -200= 4 49'` DD=1a2 20
w •� � • • I •� /' -2aa=86 w
w / . / w
Ie. • A. es • . • •
es . :
7 /
e / ' ' '' •4 /
/ 18112 ' • : 37112 , 120/12 ' • ' 18112 +� 9112
25 I -t - -_I 25
I /
: , • H
/ S . / •. ,
4,
/` 5 ,
/ 111 /12 4, i 20/12 1 ' . 13/12
30 - 30
35 35
40 40
Summary Logs of
Exploratory Borings
SCNEDIO GROUP, LLC FIGURE A-2
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 17 of 49
GR-25 GR-26 GR-27 GR-29 GR-31
0 -Tr. .;!' 6
. . ,."..) i.0e.•..40;
• 16/ 12 8/ 12 17/ 12 .' • �''� 12112 .' • 19/ 12
• • i WC=3.9 • '. [ WC=8.5 . • WC= .6 ►► ' • [ WC=3.6 • [ WC=6.4
5 . • . -200=5 20 =1 . . -200=5 . . .; DDa108 . DD=110 5
. • � . -200=24 -200= 16 s • st se. , se ,
. • • e• • or• •
. • .
. . _ ire .9/ 12 . . /' 18f12 • • 12112 17112 .40A11 { 112
• . ei•
.• ..• [ [ WC=5.7 . • ' • ( ( • WC=5.0 f • • WC=5.8
10 DD=107 DD=103 . DD=103 10
. . . -200=20 ,. -200=47 .' -200=28
.▪ • . e• • es
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.•'. . • e. .•• . .. .," .
. . . of,. . . .
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• . . i. . . . . . .. . -... -4i ei• .. ei• ..
.▪ • . '• . • • , • • ,
• /' 18112 '.'• "''� 12112 :01."."7119/12 • /' 37112 • /' 32112
• [ WC=6.3 ( WC=11 .6
15 ;te -200=j1 / DD=10 -t - "'t ! 15
• • /' . -200=20
e .. t .. . .
• 4 ' . /
,`. • . .w LE 3€ 112 ' . 21112 •` ' 32112 w
.' _I WC=23.0
DD=105 20
w . •
/ / w
C / •• / O
/ 11112 ,e 23112
25 —_I -dt._i 25
30 30
35 35
40 40
Summary Logs of
Exploratory Borings
SCNEDIO GROUP, LLC FIGURE A-3
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 18 of 49
LEGEND :
GR-34 GR-35 GR- 37 GR-38 GR-39 GR-40 GR-41
TOPSOIL : SAND , CLAYEY, WITH ORGANIC MATTER, DARK BROWN , BROWN (SC)
lip . •1
• ,..
.▪ •' • . •'• . .. ' • , �j. SAND, CLAYEY, MOIST TO WET, LOOSE TO VERY DENSE, BROWN , LIGHT BROWN, RUST
(SC)
et ./. ' • . . SAND, CLEAN TO SLIGHTLY CLAYEY, MOIST TO WET, LOOSE TO DENSE, BROWN, LIGHT
�I5/1216/12 7/12 4/ 12 9/12 '� - 10/ 12 9/ 12 • • BROWN, RUST (SP, SP-SC)
▪ • • J WC=3.6 I WC=3.6 WC=4.3 7 I 7 e WC=9.6 •
5 -200=8 -200=4 DD=98 - - i. DD=113 5
-200=4 -200= 19
.• / CLAY, SANDY, MOIST TO WET, STIFF TO VERY STIFF, BROWN , LIGHT BROWN, GRAY (CL)
. + / ,• . e
• . # .. / DRIVE SAMPLE . THE SYMBOL 5/ 12 INDICATES 5 BLOWS OF A 140-POUND HAMMER
�±' 18112 25/12 9/12 7/ 12 10/ 12 8/ 12 ;it 16/12
10 • I DD=112 1 • . .' DD=08 I WDDC=19.6 �t I WDC=23.7
I p�1�$3 10 FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2 .5- INCH O . D . SAMPLER 12 INCHES .
• J' • . • -200=11 • •
. • . -200=11 • . -200=5 -200=90 -200=39
e / /
DRIVE SAMPLE. THE SYMBOL 5/12 INDICATES 5 BLOWS OF A 140-POUND HAMMER
•' . FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.0-INCH O. D . SAMPLER 12 INCHES .
22/12 / 22/12 x'10 24/12 - I 8/ 12 114/ 12 9/ 12
15 ?t. .I WC=9.4D : • I WC= 12.3 � WC=16.7 l
' • . -200=41 • / ' -00=15 i -0169 V WATER LEVEL MEASURED AT TIME OF
/ , p • .▪ • / - DRILLING.
• I ▪ / i
p: l, p: .• 1 oe •
/
w '"� '� ' +'� �" w
ft / 29/12 20/12 / 18/12 8/ 12
20 / '! a1-200=18 1 / �/ I 20 =
7 '� � / � NOTES:
{
/ 110/12 t] 14/12 12/ 12 1 . THE BORINGS WERE DRILLED ON DECEMBER 10, 11 AND 12, 2018 AND JANUARY 7, 2019
25 �+ / // '- 25 USING 6-INCH DIAMETER HOLLOW-STEM AUGERS , 4- INCH DIAMETER SOLID -STEM AUGERS
e / / AND A TRUCK-MOUNTED DRILL RIG .
1
P `, / / 2 . WC - INDICATES MOISTURE CONTENT (% ) .
DD - INDICATES DRY DENSITY (PCF) .
10112 / / 19/12 SW - INDICATES SWELL WHEN WETTED UNDER OVERBURDEN PRESSURE (°/a ) .
�� -200 - INDICATES PASSING NO. 200 SIEVE (% ) .
3 � 30 LL - INDICATES LIQUID LIMIT.
PI - INDICATES PLASTICITY INDEX.
UC - INDICATES UNCONFINED COMPRESSIVE STRENGTH (PSF) .
SS - INDICATES SOLUBLE SULFATE CONTENT (% ) .
35 35
40 40
Summary Logs of
Exploratory Borings
SCNEDIO GROUP, LLC
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125 FIGURE A-4
Exhibit 28 . 1 Page 19 of 49
a.
APPENDIX B
LABORATORY TEST RESULTS
Exhibit 28 . 1 Page 20 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 MITI. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 1 ,x'2" 3" 5" 6" 8"
100 _ 0
I I
I I
90 I l 10
80 I I 20
I I a
O70 I ► 30
<60 I I 40 w
I I �
E50 50 E
0-40 .. 60 o_
30 70
I �
20 I ► 80
10 90
- 100
0 II III I I I I I I III ! I I I I I I till I I I I I I t I I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , CLAYEY (SC ) GRAVEL 0 % SAND 86 °,%o
From GR - 15 AT 4 FEET SILT & CLAY 14 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MII''•1. 1 MITI. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
I I
90 I I -' 10
I I
I I
80 I 20
(70 I I 30 w
I I
<60 I 40 w
IZ I I
5050 E
w _.
0 I 60 a
I I
I I
30 I I 70
20 I i 80
I I
10 I I
I I90
10o
0 II I II I I I I I I I I 1 I I I I I I I I I I I I I
001 0 002 005 -009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT (NON-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND ( SP ) GRAVEL ( % SAND 96 %
From GR - 15 AT 14 FEET SILT & CLAY 4 % LIQUID LIMIT
PLASTICITY INDEX
SCHEDIO GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT GTL I T PROJECT NO . FC08689-125 Test Results
FIGURE E- 1
Exhibit 28 . 1 Page 21 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 11x'2" 3" 5" 6" 8"
100 0
90 I l 10
80 I 20
o
O70 I ► 30
<60 40 w
E5° �. 50 E
1140 60 o_
30 i I 70
20 I 80
10 90
- 100
0 II III I I I I I I III ! I I I I I I till I I I I lilt I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample ot SAND , CLAYEY (SC ) GRAVEL 0 % SAND 80 °,%o
From GR - 16 AT 9 FEET SILT & CLAY 20 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MIN. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 *40 *30 *16 ¢10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 0
I I
90 I -' 10
1 I
I I
80 ► 20
I I
(70 I I 30 w
I I
<60 I 40
I I
50 I I 50 E
w H.
I 60 a
I I
I I
30 I 70
20 I 80
I I
10 I I
90
I I - 100
0 II III I I I I I I I I 1 I I I I I I I I I I I I I
001 0 002 005 009 . 019 037 .074 . 149 .297 . 590 1 19 2.0 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 60 %
From GR - 16 AT 19 FEET SILT & CLAY 40 % LIQUID LIMIT
PLASTICITY INDEX
SCHEDIO GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT GTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B-2
Exhibit 28 . 1 Page 22 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 MITI. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 - 0
I I
90 I l 10
80 I 20
I I a
O70 I ► 30
I c
<60 I I 40 w
I I
E50 50 E
0-40 .. 60 o_
30 i I 70
I �
20 I I 80
I ► 9
10 0
- 100
0 II III I I I I I I III ! I I I I I I till I I I I lilt I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FEE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 91 °,%o
From GR - 17 AT 9 FEET SILT & CLAY 9 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MII''•1. 1 MITI. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
I I
90 I I -' 10
1 I
I
80 20
(70 I I 30 w
I I
<60 ' I 40 w
0_ I I
50 I I 50 E
w H.
I 60 a
I I
I I
30 I I 70
20 I i 80
I I
90
10 I I
I I - 100
0 II III I I I I I I I I 1 I I I I I I I I I I I I I
001 0 002 005 009 _ 019 037 .074 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT (NON-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 89 %
From GR - 17 AT 19 FEET SILT & CLAY 11 % LIQUID LIMIT °!"o
PLASTICITY INDEX %
SCHEDIO GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT GTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B-3
Exhibit 28 . 1 Page 23 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 ME . 19 MITI. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 11x'2" 3" 5" 6" 8"
100 - 0
I I
90 I 1 10
I I
80 I 20
I I a
O70 I ► 30
<60 I I 40 w
I I �
E50 50 E
D-4a 60 o_
30 H
I 70
l
20 ► 80
►10 - 100
0 II III I I I I I I III ! I I I I I I till I I I I I I t I I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
ENE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 94 °,%o
From GR - 18 AT 9 FEET SILT & CLAY 6 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MINI. 60 MITI. 19 MIN . 4 MII''•1. 1 MITI. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I 0
I I
90 I I -' 10
I I
I
80 ► I 20
(70 I 30 w
I I
<60 I 40 w
IZ I I
50 I I 50 E
lel 0 I 60 a
I I
I I
30 I I 70
20 I i 80
I I
90
10 I I
I I - 100
0 II III I I I I I I I I 1 I I I I I I I I I I I I I
001 0 002 005 009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT (NON-PLASTIC)
I TINE MEDIUM COARSE HUE I COARSE COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 92 %
From GR - 18 AT 19 FEET SILT & CLAY 8 % LIQUID LIMIT
PLASTICITY INDEX
SCHEDIO GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT GTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B-4
Exhibit 28 . 1 Page 24 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN- *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
I I
I I
90 I l 10
80 I 20
I I a
O70 I ► 30
<60 I I 40 w
I I
E50 50 E
0-40 .. 60 o_
30 70
I �
20 I I 80
I ►10 90
I ► - 100
0 II III I I I I I I III ! I I I , I I till I I I I I I t I I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FEE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 94 °/o
From GR - 19 AT 4 FEET SILT & CLAY 6 % LIQUID LIMIT
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
I I
90 I -' 10
1 I
I
80 20
I I
(70 I 30 w
I I
<60 I 40 w
IZ I I
5050 w
w _.
0 I 60 a
I I
I I
30 I I 70
20 I i 80
I I
90
10 I I
I I 10o
0 II III I
001 0 002 005 -009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND ( SP ) GRAVEL ( % SAND 96 %
From GR - 19 AT 14 FEET SILT & CLAY 4 % LIQUID LIMIT
PLASTICITY INDEX
SCHEDIC GROUP . LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B-5
Exhibit 28 . 1 Page 25 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 1 ,x'2" 3" 5" 6" 8"
100 0
I ►
90 I l 10
80 ► ► 20
o
O70 ► 30
<60 ► ► 40 w
E50 I 50 E
0-40 .. 60 o_
30 i I 70
20 80
10 90
I ► 100
0 II III I I I I I I III ! I I 11 I I till I I I I I I t I I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample ot SAND (SP ) GRAVEL 0 % SAND 96 °,%o
From GR - 20 AT 4 FEET SILT & CLAY 4 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MIN. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I 1 0
I I
90 ► I -' 10
80 ► 20
I I
(70 I I 30 w
I I
<60 I 40
I I
50 ► I 50 E
lel 0 I 60 a
I I
I I
30 I ► 70
20 ► i 80
I I
10 I I
90
I I - 100
0 II III I I I I I I I I 1 I I I I I I I I I I I I I
001 0 002 005 -009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 80 %
From GR - 20 AT 14 FEET SILT & CLAY 20 % LIQUID LIMIT
PLASTICITY INDEX %
SCHEDIC GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B-6
Exhibit 28 . 1 Page 26 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 11x'2" 3" 5" 6" 8"
100 0
I ,
90 l 10
80 ► ► 20
o
O70 I ► 30 w
<60 ► ► 40 w
E50 I 50 E
wLu
1. .
0-40 .. 60 o_
30 i I 70
20 ► 80
10 90
::. ► 1. _ - 100
0 II III I I I I I I III ! I I 11 I I till ► I I I I I t I I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , CLAYEY (SC ) GRAVEL 0 % SAND 77 °,%o
From GR - 21 AT 4 FEET SILT & CLAY 23 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
, I
90 ► I -' 10
► I
I I
80 20
► I
(70 ► I 30 w
<60 ' I 40 w
0_ ► I
50 ► I 50 E
lel 0 I 60 a
I I
I I
30 I ► 70
20 I i 80
I I
10 I I
90
► I - 100
0 II III I I I I I I I I 1 ► I I I I I I I I I I I I
001 0 002 005 -009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 86 %
From GR - 21 AT 14 FEET SILT & CLAY 14 % LIQUID LIMIT
PLASTICITY INDEX
SCHEDIC GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE E-7
Exhibit 28 . 1 Page 27 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 MITI. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
I I
90 I l 10
80 I 20
I I a
O70 I ► 30
I c
<60 I I 40 w
I I �
E50 50 E
0-40 .. 60 o_
30 i I 70
I �
20 I ► 80
10 90
- 100
0 II III I I I I I I III ! I I I I I I till I I I I lilt I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , CLAYEY (SC ) GRAVEL 0 % SAND 80 °,%o
From GR - 22 AT 9 FEET SILT & CLAY 20 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MIN. 60 MINI. 19 MIN . 4 MII''•1. 1 MITI. *200 `100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I 0
I I
90 I I -' 10
1 I
I I
80 ► 20
I I
(70 I I 30 w
<60 ' I 40 w
0_ I I
50 I I 50 E
w H.
I 60 a
I I
I I
30 I I 70
20 I 80
I I
10 I I
90
I I - 100
0 II III I I I I I I I I 1 I I I I I I I I I I I I I
001 0 002 005 009 _ 019 037 .074 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT (NON-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 66 %
From GR - 22 AT 19 FEET SILT & CLAY 34 % LIQUID LIMIT
PLASTICITY INDEX
SCHEDIC GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE E-8
Exhibit 28 . 1 Page 28 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN_ *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
I ►
I ,
90 I l 10
80 ► 20
I ►
I ► a
O70 I ► 30
<60 I I 40 w
I ►
E50 I 50 E
0-40 .. 60 o_
30 I ► 70
I �
20 ► 80
I ►10 90I ►
- 100
0 II III I I I I I I III ! I I 11 I I till ► I I I I I t I I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FEE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 93 °,%o
From GR - 23 AT 9 FEET SILT & CLAY 7 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
I I
90 I -' 10
I I
I I
80 ► 20
I I
(70 I I 30 w
(To
cn
0° 40 u I I w
50 I I 50 E
w H.
I 60 a
I I
I I
30 I ► 70
20 I i 80
I I
10 I I
► I - 100
0 II III I I I I I I I I 1 ► I I I I I I I I I I I I
001 0 002 005 -009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL ( % SAND 87 %
From GR - 23 AT 14 FEET SILT & CLAY 13 % LIQUID LIMIT
PLASTICITY INDEX
SCHEDIC GROUP . LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B-9
Exhibit 28 . 1 Page 29 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 11x'2" 3" 5" 6" 8"
100 0
I ►
90 I l 10
I I
80 I ► 20
I I a
X70 I ► 30on
<60 i ► 40 w
I I �
E50 50 E
Lu
X40 I ► 60 Lu
30 I ► 70
I �
20 ► ► 80
I ►10 90I ►
-- 100
0 II III I I I I I I I I I I I I I I I I till I I I I I I t I I I I I I I I I I
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FPI'JE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 91 °,%o
From GR - 24 AT 9 FEET SILT & CLAY 9 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MIN. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 314" 1 'V2" 3" 5" 6" 8"
100 I 0
90 I I -' 10
80 ► 20
I I
(2.70 I I 30 w
<60 I 40 w
IZ I I CC
50 ► I 50 E
0 ' I 60 a
I I
I I
30 I I 70
20 I i 80
I I
90
10 I I
I ' . 100
0 II III I I I I I I I I 1 I I I I I I I I I I I I I
001 0 002 005 009 _ 019 037 .074 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I 1-FNE MEDIUM COARSE FINE I COARSE COBBLES
Sample of CLAY , SANDY ( CL ) GRAVEL 0 % SAND 14 %
From GR - 24 AT 19 FEET SILT & CLAY 86 % LIQUID LIMIT
PLASTICITY INDEX
SCHEDIC GROUP . LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B- 10
Exhibit 28 . 1 Page 30 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
I I
I ,
90 I l 10
I I
80 20
I
I I a
O70 I ► 30
c
<60 I 40 w
I I
E50 I 50 E
1140 .. 60 o_
30 H
I 70
�
20 80
►10 - 100
0 II III I I I I I I III ! I I 11 I I till I I I I lilt I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FEE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 95 °,%o
From GR - 25 AT 4 FEET SILT & CLAY 5 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MII'L. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
90 T I _. 10
1 I
I I
80 ► 20
I I
(70 I I 30 w
I I
<60 I 40 w
IZ I I
50 I I 50 E lel 0 I 60 a
I I
I I
30 I , 70
20 I i 80
I I
90
10 I I
I I - 100
0 II III I I I I I IIIII I 1 I I I I I I I I I I I I I
001 0 002 005 009 _ 019 037 .074 . 149 .297 . 590 1 19 2.0 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 69 %
From GR - 25 AT 14 FEET SILT & CLAY 31 % LIQUID LIMIT °!"o
PLASTICITY INDEX %
SCHEDIC GROUP . LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B- 11
Exhibit 28 . 1 Page 31 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 MITI. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
►
90 10
80 ► ► 20
o
O70 i ► 30
c
<60 ► ► 40 w
E50 , 1. 50 E
0-40 60 o_
30 i I 70
20 ► 80
10 90
::. ► ,. _ - 100
0 II III I I I I I I III ! I I I , I I till ► I I I lilt I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , CLAYEY (SC ) GRAVEL 0 % SAND 85 °,%o
From GR - 26 AT 4 FEET SILT & CLAY 15 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MII''•1. 1 MITI. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
90 ► I -' 10
I
80 ► 20
►
(70 ► ► 30 w
<60 ' ' 40 w
0_
50 ► 50 E
lel 0 ' 60 a
►
►
30 I ► 70
20 ► 80
10 90
► ► - 100
0 II I III I I I I I I I 1 ► I I I I I I I I I I I I
001 0 002 005 -009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT (NON-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 80 %
From GR - 26 AT 9 FEET SILT & CLAY 20 % LIQUID LIMIT
PLASTICITY INDEX %
SCHEDIC GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B- 12
Exhibit 28 . 1 Page 32 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
I I
I ,
90 I l 10
80 20
I I a
O70 I ► 30
<60 I 40 w
I I �
E50 I 50 E
I I
0-40 .. 60 o_
30 H
I 70
�
20 80
►10 - 100
0 II III I I I I I I III ! I I I I I I till I I I I I I t I I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample Cif SAND (SP ) GRAVEL 0 % SAND 95 °,%o
From GR - 27 AT 4 FEET SILT & CLAY 5 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
90 I I -' 10
I I
80 ► 20
I I
(70 I I 30 w
I I
<60 I 40 w
IZ I I
50 I I 50 E
lel 0 I 60 a
I I
I I
30 I I 70
20 I i 80
I I
10 I I
90
I I - 100
0 II III I I I I I I I I 1 I I I I I I I I I I I I I
001 0 002 005 -009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 80 %
From GR - 27 AT 14 FEET SILT & CLAY 20 % LIQUID LIMIT
PLASTICITY INDEX %
SCHEDIC GROUP . LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B- 13
Exhibit 28 . 1 Page 33 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 ME . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
90 I l 10
80 I ► 20
o
O70 I ► 30
<60 ► I 40 w
E50 ► 1. 50 E
1140 60 o_
30 70
20 ► I 80
10 90
::. ► 1. _ - 100
0 II III I I I I I I III ! I I 11 I I till ► I I I lilt I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , CLAYEY (SC ) GRAVEL 0 % SAND 76 °,%o
From GR - 29 AT 4 FEET SILT & CLAY 24 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MIN. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I 0
f I
90 ► I -' 10
1 I
► I
80 ► I 20
I I
(70 1 I 30 w
<60 I 40 w
► I 1Y
50 ► I 50 E
w _.
0 I 60 a
I I
I I
30 I I 70
20 I i 80
I I
10 I I
90
► I . 100
0 II III I I I I I I I I 1 ► I I I I I I I I I I I I
001 0 002 005 009 _ 019 037 .074 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 53 %
From GR - 29 AT 9 FEET SILT & CLAY 47 % LIQUID LIMIT
PLASTICITY INDEX
SCHEDIC GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B- 14
Exhibit 28 . 1 Page 34 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
I I
90 I 1 10
80 1 ► 20
I ►
I ► a
O70 I ► 30
<60 I I 40 w
I ► �
E50 50 E
0-40 .. 60 o_
30 I ► 70
I l
20 ► I 80
10 90
- 100
0 II III I I I I I I I I I I I I I , I I till ► I I I I I t I I I I I I I I I I
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , CLAYEY (SC ) GRAVEL 0 % SAND 84 °,%o
From GR - 31 AT 4 FEET SILT & CLAY 16 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MIN. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIPIL *200 `100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
90 ► I -' 10
I I
80 ► 20
I I
(70 I I 30 w
<60 I 40 w
IZ I I
50 I I 50 E
w H.
I 60 a
I I
I I
30 I ► 70
20 I i 80
I I
10 I I
90
► I . 100
0 II III I I I I I I I I 1 ► I I I I I I I I I I I I
001 0 002 005 _009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 72 %
From GR - 31 AT 9 FEET SILT & CLAY 28 % LIQUID LIMIT
PLASTICITY INDEX /o
SCHEDIC GROUP . LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B- 15
Exhibit 28 . 1 Page 35 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 - 0
I I
90 I l 10
80 20
I , a
O70 I ► 30
<60 I 40 w
I , �
E50 I 50 E
I I
0-40 .. 60 o_
30 70
I �
20 I 80
I ►10 90
- 100
0 II III I I I I I I III ! I I I , I I till I I I I I I t I I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FEE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 92 °,%o
From GR - 34 AT 4 FEET SILT & CLAY 8 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MINI. 19 MIN . 4 MII`'•1. 1 MIN. *200 `100 *50 *40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I 0
I I
90 I -' 10
1 I
I I
80 ► I 20
I I
(70 I I 30 w
<60 I 40 w
IZ I I
50 I I 50 w
lel 0 I 60 a
I I
I I
30 I I 70
20 I i 80
I I
90
10 I I
I - 100
0 II III I I I I I I I I 1 I I I I I I I I I I I I I
001 0 002 005 009 _ 019 037 .074 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL ( % SAND 59 %
From GR - 34 AT 14 FEET SILT & CLAY 41 % LIQUID LIMIT °!"o
PLASTICITY INDEX %
SCHEDIC GROUP . LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B- 16
Exhibit 28 . 1 Page 36 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 11x'2" 3" 5" 6" 8"
100 0
I ►
I I
90 I l 10
I I
80 ► ► 20
I ► a
O70 I ► 30
<60 I I 40 w
I ► �
E50 ► 50 E
0-40 .. 60 o_
30 H
► 70
�
20 ► 80
►10 - 100
0 II III I I I I I I III ! I I 11 I I till ► I I I I I t I I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FEE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 89 °,%o
From GR - 35 AT 9 FEET SILT & CLAY 11 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
I I
90 ► I -' 10
I I
80 ► I 20
I I
(70 I I 30 w
<60 I 40 w
IZ I I
50 I I 50 E
w H.
I 60 a
I I
I I
30 I ► 70
20 I i 80
I I
10 I I
90
I I - 100
0 II III I I I I I I I I 1 ► I I I I I I I I I I I I
001 0 002 005 _009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 82 %
From GR - 35 AT 19 FEET SILT & CLAY 18 % LIQUID LIMIT
PLASTICITY INDEX
SCHEDIC GROUP . LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B- 17
Exhibit 28 . 1 Page 37 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 ME . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
I ►
I I
90 I l 10
80 ► 20
I ►
I ► a
O70 I ► 30
<60 I I 40 w
I ► �
E50 ► 50 E
D-40 60 o_
30 70
I �
20 I ► 80
10 90
I ►
I ► 100
0 II III I I I I I I III ! I I I I I I till ► I I I lilt I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample Cif SAND (SP ) GRAVEL 0 % SAND 96 %°
From GR - 37 AT 4 FEET SILT & CLAY 4 % LIQUID LIMIT %a
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MIN. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
I I
90 I -' 10
1 I
I I
80 ► 20
I I
(70 I I 30 w
<60 ' I 40 w
0_ I I
50 I I 50 E
w H.
I 60 a
I I
I I
30 I ► 70
20 I i 80
I I
10 I I
90
► I . 100
0 II III I I I I I I I I 1 ► I I I I I I I I I I I I
001 0 002 005 -009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 0 % SAND 85 %
From GR - 37 AT 14 FEET SILT & CLAY 15 % LIQUID LIMIT
PLASTICITY INDEX %o
SCHEDIC GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B- 18
Exhibit 28 . 1 Page 38 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 MITI. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
I ►
I ,
90 I l 10
80 ► 20
I ► a
O70 I ► 30
<60 I ► 40 w
I ► �
E50 I 50 E
0-40 .. 60 o_
30 i I 70
I �
20 I ► 80
10 90
I ►
I ► 100
0 II III I I I I I I III ! I I I I I I till ► I I I lilt I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample Cif SAND (SP ) GRAVEL 0 % SAND 96 °,%o
From GR - 38 AT 4 FEET SILT & CLAY 4 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MII''•1. 1 MITI. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
I I
90 ► I -' 10
I I
80 ► 20
I I
(70 I I 30 w
<60 I 40 w
IZ I I
50 I I 50 E
0 ' I 60 a
I I
I I
30 I ► 70
20 I i 80
I I
10 I I
90
► I - 100
0 II III I I I I I I I I 1 ► I I I I I I I I I I I I
001 0 002 005 009 _ 019 037 .074 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT (NON-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 89 %
From GR - 38 AT 9 FEET SILT & CLAY 11 % LIQUID LIMIT °!"o
PLASTICITY INDEX %
SCHEDIC GROUP . LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B- 19
Exhibit 28 . 1 Page 39 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 MITI. 4 MIN. 1 MIN- *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
I I
90 I l 10
80 I ► 20
I ►
o
O70 I ► 30
<60 ► 40 w
E50 ► 50 E
D-40 .. 60 o_
30 i I 70
I �
20 ► 80
I ►
I ►10 90I ►
::. ► 1. _ - 100
0 II III I I I I I I III ! I I 11 I I till ► I I I lilt I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample ot SAND (SP ) GRAVEL 0 % SAND 95 0/0
From GR - 39 AT 9 FEET SILT & CLAY 5 % LIQUID LIMIT %a
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MII''•1. 1 MITI. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I 0
I. I
90 ► I -' 10
I I
I I
80 ► 20
► I
(70 ► I 30 w
(To
cn
0° 40 ~I I w
� I �
50 I 50 E
lel 0 I 60 a
I I
I I
30 ► ► 70
20 I i 80
I I
10 ► I
90
- 100
0 II III I I I I I I I I 1 ► I I I I I I I I I I I I
001 0 002 005 009 _ 019 037 .074 . 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT (NON-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , SLIGHTLY CLAYEY (SP-SC ) GRAVEL 0 % SAND 94 %
From GR - 39 AT 14 FEET SILT & CLAY 6 % LIQUID LIMIT %
PLASTICITY INDEX %o
SCHEDIC GROUP . LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B-20
Exhibit 28 . 1 Page 40 of 49
HYDROMETER ANALYSIS SIEVE ANALYSIS
{R HR TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
4stMl 1_ 15 MIN 60 MIN . 19 Mlii. 4 MIN. 1 MIN. *200 * 100 *50 *40 *30 * 16 * 10 *8 *4 318" 3/4" 112" 3" 5" 6" 8"
100 0
►
90 l 10
80 ► ► 20
o
O70 ► 30
c
<60 ► ► 40 w
E50 , 50 E
Lu
0-40 1 .. 60 o_
30 ► 70
20 ► 80
10 90
::. ► ,. _ - 100
0 II III I I I I I I III ! I I I , I I till ► I I I lilt I I I I I III !
.001 0.002 .005 .009 .019 .037 .074 . 149 .297 .590 1 . 19 2.0 2.38 4.76 9.52 19. 1 36. 1 76.2 127 200
0A2 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
FINE MEDIUM COARSE FINE COARSE I COBBLES
Sample of SAND , CLAYEY (SC ) GRAVEL 0 % SAND 81 °/0
From GR - 41 AT 4 FEET SILT & CLAY 19 % LIQUID LIMIT %
PLASTICITY INDEX
HYDROMETER ANALYSIS SIEVE ANALYSIS
25 HR. 7 HR. TIME READINGS U .S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN . 15 MILL. 60 MITI. 19 MIN . 4 MIP''•1. 1 MIN. *200 `100 *50 t40 *30 *16 *10 *8 *4 3/8" 3/4" 1 'V2" 3" 5" 6" 8"
100 I I 0
►.
90 ► -' 10
I
80 ► 20
►
(70 ► ► 30 w
<60 ' 40 w
tri50 ► SU E
lel 0 ' 60 a
►
►
30 , ► 70
20 ► 80
10 90
► ► . 100
0 II III I I I I I I I I 1 ► I I I I I I I I I I I I
001 0 002 005 009 _ 019 037 .074 149 .297 . 590 1 19 20 2.38 4 76 9 52 19. 1 36 1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS GRAVEL
CLAY (PLASTIC) TO SILT MOH-PLASTIC)
I FINE MEDIUM COARSE FINE I COARSE COBBLES
Sample of SAND , CLAYEY ( SC ) GRAVEL 7 0/0 SAND 54 %
From GR - 41 AT 9 FEET SILT & CLAY 39 % LIQUID LIMIT °!"o
PLASTICITY INDEX %
SCHEDIC GROUP , LLC Gradation
COLORADO SAND COMPANY SAND PLANT CTL I T PROJECT NO . FC08689-125 Test Results
FIGURE B-21
Exhibit 28 . 1 Page 41 of 49
Shear
Stren th by Direct Shear '�
hir iri
(Small Shear Box) £!JJL!J ! JJ
International
Test Summary
Reference A B C
Normal Stress 6. 94 psi 13 . 89 psi 27. 78 psi
Peak Strength 3. 33 psi 4 . 51 psi 12.45 psi
Corresponding Horizontal 0. 1585 in 0 . 1947 in 0 . 1369 in
Displacement _
Residual Stress N/A N/A N/A
Rate of Shear Stage 1 : Stage 1 : Stage 1 :
Displacement 0. 029000inlmin 0 . 029000in/min 0 . 029000in/min
Final Height 0. 7054 in 0 .6917 in 0 . 6293 in
Sample Area 4. 90873 in2 4 . 90873 in2 4 . 90873 in2
Initial Wet Unit Weight 121 . 61 Ibflft3 121 . 61 lbf/ft3 121 . 61 Ibflft3
Initial Dry Unit Weight 84 . 38 Ibflft3 92 .26 Ibf/ft3 92. 78 Ibflft3
Final Wet Unit Weight 108 . 49 I bflft3 118. 63 l bflft3 131 . 94 I bflft3
Final Dry Unit Weight 89 . 72 lbf/ft3 100. 05 lbf/ft3 110 . 57 Ibf/ft3
Final Moisture Content _ 20 . 92 % 18 . 58 % 19. 33 %
Particle Specific Gravity 165 . 43 165.43 165.43
Final Void Ratio 114 . 1572 102. 2665 92.4384
Final Saturation 30 . 32% 30 .05% 34. 60%
Maximum Shear Stress vs Normal Stress
Peak Shear Stress pci'
13 .11
12,00 - 'r Peak •
: = Angle of Shear Resistanc:
..-------
10 .00 - _
1 2449 Degrees
lr
_1'
sr Cohesion
r
f
6 .00 -
'r
Jr
-- a
4 .00
,_
2.,00
_----
0 .00 , e_.-----se-
_r
_,„
_1
i 30�*
X -
0.00 2.00 4.00 6.00 8.00 10 .00 12 .00 14 .00 16 .00 18.00 20.00 22.00 24.00 26.00 29.17
N carnal Stress psi
FIGURE B-22
ELE International
Exhibit 28. 1 Page 42 of 49
TABLE B-I
SUMMARY OF LABORATORY TESTING
PASSING DIRECT SHEAR RESULTS
MOISTURE DRY NO . 200 FRICTION
DEPTH CONTENT DENSITY SIEVE COHESION ANGLE
BORING ( FEET) (% ) (PCF ) ( % ) (PSF ) ( DEG ) DESCRIPTION
GR- 15 4 8 .4 112 14 SAND , CLAYEY (SC )
GR- 15 14 3 . 8 4 SAND ( SP)
GR- 16 9 11 . 9 115 20 SAND , CLAYEY (SC )
GR- 16 19 20. 7 106 40 SAND , CLAYEY (SC )
GR- 17 9 4 . 9 103 9 SAND , SLIGHTLY CLAYEY (SP-SC )
GR- 17 19 7 .4 112 11 SAND , SLIGHTLY CLAYEY (SP-SC )
GR- 18 9 3 .5 6 SAND , SLIGHTLY CLAYEY (SP-SC )
GR- 18 19 5 . 0 8 SAND , SLIGHTLY CLAYEY (SP-SC )
GR- 19 4 3 . 2 6 SAND , SLIGHTLY CLAYEY (SP-SC )
GR- 19 14 3 . 9 4 SAND ( SP)
GR-20 4 3 . 5 4 SAND ( SP)
GR-20 14 6 .4 110 20 SAND , CLAYEY (SC )
GR-21 4 8 . 2 112 23 SAND , CLAYEY (SC )
GR-21 14 5 . 5 14 SAND , CLAYEY (SC )
GR-22 9 22. 9 105 20 SAND , CLAYEY (SC )
GR-22 19 19. 6 34 SAND , CLAYEY (SC )
GR-23 9 17. 9 7 SAND , SLIGHTLY CLAYEY (SP-SC )
GR-23 14 9 . 1 13 SAND , CLAYEY (SC )
GR-24 9 6 . 3 108 9 SAND , SLIGHTLY CLAYEY (SP-SC )
GR-24 19 24.4 102 86 CLAY, SANDY (CL)
GR-25 4 3 . 9 5 SAND , SLIGHTLY CLAYEY (SP-SC )
GR-25 14 6 . 3 31 SAND , CLAYEY (SC )
GR-26 4 8 .5 15 SAND , CLAYEY (SC )
GR-26 9 5 . 7 107 20 SAND , CLAYEY (SC )
GR-26 19 23. 0 105 44 SAND , CLAYEY (SC )
GR-27 4 3 . 6 5 SAND ( SP)
* NEGATIVE VALUE INDICATES COMPRESSION .
SCHEDIO GROUP , LLC
COLORADO SAND COMPANY SAND PLANT
CTLIT PROJECT NO . FC08689-125 Page 1 of 2
Exhibit 28 . 1 Page 43 of 49
TABLE B-I
SUMMARY OF LABORATORY TESTING
PASSING DIRECT SHEAR RESULTS
MOISTURE DRY NO . 200 FRICTION
DEPTH CONTENT DENSITY SIEVE COHESION ANGLE
BORING ( FEET) (% ) (PCF ) ( % ) (PSF ) ( DEG ) DESCRIPTION
GR-27 14 11 . 6 105 20 SAND , CLAYEY (SC )
G R-29 4 3 . 6 108 24 SAND , CLAYEY (SC )
GR-29 9 5 . 0 103 47 SAND , CLAYEY (SC )
GR-31 4 6 .4 110 16 SAND , CLAYEY (SC )
GR-31 9 5 . 8 103 28 SAND , CLAYEY (SC )
GR-34 4 3 .6 8 SAND , SLIGHTLY CLAYEY (SP-SC )
GR-34 14 9 .4 110 41 SAND , CLAYEY (SC )
GR-35 9 10. 1 112 11 SAND , SLIGHTLY CLAYEY (SP-SC )
GR-35 19 17. 1 114 18 SAND , CLAYEY (SC )
GR-37 4 3 .6 4 SAND ( SP)
GR-37 14 12. 3 110 15 SAND , CLAYEY (SC )
GR-38 4 4 . 3 98 4 SAND ( SP)
GR-38 9 6 . 5 108 11 SAND , SLIGHTLY CLAYEY (SP-SC )
GR-39 9 19. 6 104 5 SAND ( SP)
GR-39 14 16. 7 109 6 SAND , SLIGHTLY CLAYEY (SP-SC )
GR-40 9 23. 7 104 90 CLAY, SANDY (CL)
GR-41 4 9 .6 113 19 SAND , CLAYEY (SC )
GR-41 9 11 . 3 118 39 SAND , CLAYEY (SC )
S- 1 4-9 0 24 . 5 SAND ( SP)
* NEGATIVE VALUE INDICATES COMPRESSION .
SCHEDIO GROUP , LLC
COLORADO SAND COMPANY SAND PLANT
CTLIT PROJECT NO . FC08689-125 Page 2 of 2
Exhibit 28 . 1 Page 44 of 49
APPENDIX
GUIDELINE SITE GRADING SPECIFICATIONS
Exhibit 28 . 1 Page 45 of 49
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 D 698 .
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 )
SCHEDIO GROUP,. LLC c- 1
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 46 of 49
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
Depth from Soil Moisture Requirement Final Grade Density Requirement
Type (% from optimum )
(feet)
Clay 9 to + 3 95% of ASTM D 598
g to 15 feet
Sand -2 to +2 95% of ASTM D 598
Clay Greater than -2 to + 1 98% of ASTM D 698
Sand 15 feet -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 disk 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
SCHEDIO GROUP, LLC C-2
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 47 of 49
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 .
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
SCHEDIO GROUP,. LLC C-3
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 48 of 49
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
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 .
SCHEDIO GROUP,. LLC C-4
COLORADO SAND COMPANY SAND PLANT
CTL I T PROJECT NO. FC08689-125
Exhibit 28 . 1 Page 49 of 49
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