HomeMy WebLinkAbout20162382.tiffCTLITHOMPSON
GEOTECHNICAL INVESTIGATION
COASTAL CHEMICAL FACILITY
122 EAST 4TH STREET
GREELEY, COLORADO
CGRS INC.
PO Box 1489
Fort Collins, Colorado 80522
Attention: Eric Vaughan
Project No. FC08805-125
January 30, 2015
400 North Link Lane I Fort Collins, Colorado 80524
Telephone: 070-208-9455 Fax: 070-206-9441
TABLE OF CONTENTS
SCOPE
SUMMARY OF CONCLUSIONS
SITE CONDITIONS
PROPOSED CONSTRUCTION
1
1
2
2
INVESTIGATION 2
SUBSURFACE CONDITIONS
Existing Fill
Natural Soil
Bedrock
GEOLOGIC HAZARDS
Expansive Soils
SITE DEVELOPMENT
Fill Placement
Excavations
FOUNDATIONS
Reinforced Concrete Mat
BELOW GRADE AREAS
PAVEMENTS
Pavement Maintenance
GEOTECHNICAL RISK
3
3
4
4
4
4
5
5
6
7
7
6
8
8
9
LIMITATIONS 9
FIGURE 1 LOCATIONS OF EXPLORATORY BORINGS
FIGURE 2 — SUMMARY LOGS OF EXPLORATORY BORINGS
APPENDIX A — RESULTS OF LABORATORY TESTING
APPENDIX B — SAMPLE SITE GRADING SPECIFICATIONS
APPENDIX C — PAVEMENT CONSTRUCTION RECOMMENDATIONS
APPENDIX D - PAVEMENT MAINTENANCE PROGRAM
CORSI INC.
COASTAL CHEMICAL FACILITY
CIL IT PROJECT NO. FC06005.125
i
SCOPE
This report presents the results of our Geotechnical Investigation for the
proposed chemical storage facility in Greeley, Colorado. The purpose of the In-
vestigation was to evaluate the subsurface conditions and provide foundation
recommendations and geotechnical design criteria for the project. The scope was
described in our Service Agreement (FC-14-0386, dated October 22, 2014).
The report was prepared from data developed during field exploration, la-
boratory testing, engineering analysis and experience with similar conditions.
The report Includes a description of subsurface conditions found in our explorato-
ry borings and discussions of site development as influenced by geotechnical
considerations. Our opinions and recommendations regarding design criteria
and construction details for site development, foundations, lateral earth loads,
pavements and drainage are provided. If the proposed construction changes, we
should be requested to review our recommendations. Our conclusions are
summarized In the following paragraphs.
SUMMARY OF CONCLUSIONS
1, Soilsencountered in our borings consisted of approximately 4% to
6 feet of sandy clay over 4% to 7 feet of clayey sand overlying sand
and gravel. Weathered claystone bedrock was encountered in Tll-
1 at a depth of about 26 feet. Groundwater was encountered in all
three borings during drilling at depths of 171 to 19 feet. Ground-
water was measured several days later at a depth of 151/2 feet in
one boring. Existing groundwater levels are not expected to signifi-
cantly affect site development.
2, The 4'A to 6 feet of sandy clay encountered in our borings was
considered probable fill. Information from our client indicates that
fill placement at the site was uncontrolled; the existing fill is not
considered suitable for structural support. Fill material In the area
of proposed construction should be over -excavated down to the na-
tive soil and recompacted according to the Fill Placement section of
this report,
C(3RS, INC.
COASTAL CHEMICAL FACILITY
CTL IT PROJECT NO. FCO6805-125
1
3. We believe the proposed structures can be constructed on a rein-
forced mat foundation placed on properly compacted fill, Founda-
tion design and construction recommendations are presented in
this report,
4. The presence of expansive soils and bedrock constitutes a geologic
hazard. There is risk that foundations will heave or settle and be
damaged, We believe the recommendations presented in this re-
port will help to control risk of damage; they will not eliminate that
risk.
SITE CONDITIONS
The site is located southeast of the intersection of Highway 85 and 4th
Street in Greeley, Colorado (Figure 1), The site is relatively flat with a small
drainage passing roughly east -west across the approximate center of the lot.
The Cache la Poudre river flows about %-mile to the south and several small
reservoirs lie 1/4 -mile to f2 -mile to the east, Ground cover consisted of natural
grasses and weeds.
PROPOSED CONSTRUCTION
Based on conversations with our client, we understand the proposed con-
struction will consist of a containment slab for liquid chemical storage tanks and
several concrete paved off-loading aprons. Preliminary sizing indicates the con-
tainment area will be about 45 feet by 135 feet.
INVESTIGATION
Subsurface conditions were investigated by drilling three borings to depths
of approximately 20 to 30 feet, The approximate locations of the borings are
shown on Figure 1. Our field representative observed drilling, logged the soils
and bedrock found in the borings and obtained samples. Sampling was per-
formed by driving a 2.5 -inch O,D, modified California sampler with blows of a
140 -pound hammer falling 30 inches. This method is similar to the standard
CURS, INC.
COASTAL CHEMICAL FACILITY
CTL I T PROJECT NO. FC06806. t2S
2
penetration test, and is typical for local practice. Groundwater measurements
were taken during drilling and several days after drilling. Summary logs of the
borings, including results of field penetration resistance tests, are presented on
Figure 2.
Samples obtained during drilling were returned to our laboratory and visu-
ally examined by the geotechnical engineer for this project. Laboratory analyses
included moisture content, dry density, swell -consolidation, and particle -size
analysis, Results of laboratory tests are presented in Appendix A and summa-
rized in Table A -I.
SUBSURFACE CONDITIONS
Soils encountered in our borings consisted of approximately 4% to 6 feet of
sandy clay over 4% to 7 feet of clayey sand overlying sand and gravel. Weath-
ered claystone bedrock was encountered in TI -I-1 at a depth of about 26 feet.
Groundwater was encountered in all three borings during drilling at depths of
17% to 19 feet. Groundwater was measured several days later at a depth of 15%
feet in one boring. Existing groundwater levels are not expected to significantly
affect site development. Further description of the subsurface conditions Is pre-
sented on our boring logs (Figure 2) and in our laboratory testing (Appendix A).
Existing Fill
The 4% to 6 feet of clay material found in our borings was considered
probable fill. Information from our client indicates that placement of the fill was
uncontrolled; the existing fill should be considered unsuitable for structural sup-
port, Swell -consolidation testing on two samples of the fill indicated swells of 5.0
and 6.9 percent after welling under approximate overburden pressures. The ex-
isting fill should be over -excavated down to native soil and recompacted accord-
ing to the Fill Placement section of this report,
CURS, INC.
COASTAL CHEMICAL FACILITY
en l T PROJECT NO. PC06805 125
3
Natural Soil
Native soils encountered in our borings consisted of clayey sand over
sand and gravel, Based on field penetration test results, the clayey sand classi-
fied as loose to medium dense while the underlying sand and gravel classified as
medium dense to dense. The sand soils encountered are considered low -
swelling to non -expansive based on laboratory testing and our experience,
Bedrock
Weathered claystone was encountered in TH-1 at a depth of about 26
feet. The claystone is considered expansive; however, bedrock at this depth is
not likely to have a significant effect on the performance of shallow foundations.
GEOLOGIC HAZARDS
Our investigation addressed potential geologic hazards including expan-
sive soils and seismicity that should be considered during planning and construc-
tion. None of these hazards considered will preclude proposed construction,
The following sections discuss each of these geologic hazards and associated
development concerns.
Expansive Soils
Expansive soils and bedrock are present at the site. The presence of ex-
pansive soils and bedrock, collectively referred to as expansive or swelling soils,
constitutes a geologic hazard, There is a risk that ground heave will damage
slabs and/or foundations. The risks associated with swelling soils can be miti-
gated, but not eliminated, by careful design, construction, and maintenance pro-
cedures. We believe the recommendations in this report will help control risk of
foundations and/or slab damage; they will not eliminate that risk.
CO RS, INC.
COASTAL CHEMICAL FACT LIP/
CILIT PROJECT NO. FCI?BSQ5-126
4
Seismicity
This area, like most of central Colorado, is subject to a low degree of
seismic risk, As in most areas of recognized low seismicity, the record of the
past earthquake activity in Colorado is incomplete.
According to the 2012 International Building Code and the subsurface
conditions encountered In our borings, this site probably classifies as a Site
Class D. Only minor damage to relatively new, properly designed and built build-
ings would be expected. Wind loads, not seismic considerations, typically govern
dynamic structural design in this area.
SITE DEVELOPMENT
Fill Placement
The existing onsite 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 CTLlThompson. In general,
import fill should meet or exceed the engineering qualities of the onsite soils. Ar-
eas to receive fill should be scarified, moisture -conditioned and compacted to at
least 95 percent of standard Proctor maximum dry density (ASTM D698,
AASHTO T99). Sand soils used as fill should be moistened to within 2 percent of
optimum moisture content. Clay soils should be moistened between optimum
and 3 percent above optimum moisture content. The fill should be moisture -
conditioned, placed in thin, loose lifts (8 inches or less) and compacted as de-
scribed above. We should observe placement and compaction of fill during con-
struction. Fill placement and compaction should not be conducted when the fill
material is frozen.
CG RS, INC.
COASTAL CHEMICAL FACILITY
OIL IT PROJECT NO. FC08805-i25
5
The existing fill presents a risk of settlement or heave to structures, We
recommend the fill be removed and recompacted in the building area. The fill
removal area should extend beyond the building footprint at least 5 feet. The ex-
cavation can be filled with on -site soils, moisture -conditioned and compacted as
described above.
The existing fill can also affect pavements and exterior flatwork. The low-
est risk alternative for exterior pavement and flatwork would also be complete
removal and recompaction, The cost could be significant. If the owner can ac-
cept a risk of some movement and distress in these areas then partial depth re-
moval is an alternative. We suggest removal of the existing fill to a depth of 1 to
2 feet below existing grade, proof rolling the exposed subgrade, and additional
removal or stabilization of areas where soft, yielding or organic soils or debris is
encountered. After this, fill placement can proceed to construction grades.
Site grading in areas of landscaping where no future Improvements are
planned can be placed at a dry density of at least 90 percent of standard Proctor
maximum dry density (ASTM D 698, AASHTO T 99). Example site grading spec-
ifications are presented In Appendix B.
Excavations
The materials found in our borings can be excavated using conventional
heavy-duty excavation equipment. Excavations should be sloped or shored to
meet local, State and Federal safety regulations. Excavation slopes specified by
OSHA are dependent upon types of soil and groundwater conditions encoun-
tered. The contractor's "competent person" should identify the soils and/or rock
encountered in the excavation and refer to OSHA standards to determine appro-
priate slopes.
CORS, INC.
COASTAL CHEMICAL FACILITY
CIL IT PROJECT NO, FCO8605.125
6
FOUNDATIONS
The proposed structures should be constructed on a reinforced concrete
mat foundation. Design criteria for a mat foundation developed from analysis of
field and laboratory data and our experience are presented below. The builder
and structural engineer should also consider design and construction details es-
tablished by the structural warrantor (if any) that may impose additional design
and installation requirements,
Reinforced Concrete Mat
1. The reinforced concrete mat should be constructed on properly compact-
ed fill following excavation of the existing fill as discussed in the pill
Placement section of this report. The reinforced concrete mat foundation
should be designed for a not allowable soil pressure of 2,000 psf if con-
structed on the natural soli and/or properly compacted fill The soil pres-
sure can be increased 33 percent for transient loads such as wind or
seismic loads.
2. Reinforced slabs are typically designed using a modulus of subgrade re-
action to account for slab flexibility. We recommend a modulus of 75
pounds per square inch per inch of deflection (pci), provided the existing
fill is over -excavated as described previously,
3. The soils beneath foundations can be assigned an ultimate coefficient of
friction of 0.4 to resist lateral loads, The ability of foundation backfill to
resist lateral loads can be calculated using a passive equivalent fluid
pressure of 300 pcf. This assumes the backfill is densely compacted and
will not be removed. Backfill should be placed and compacted to the cri-
teria in the Fill Placement section of the report. A moist unit weight of 120
pcf can be assumed for natural soils and compacted fill. These values
are considered ultimate values and appropriate factors of safety should
be used, Typically, a factor of safety of 1.5 Is used for sliding and 1.6 for
lateral earth pressure.
4, The edges of the mats should be thickened or turned down for structural
strength,
5. Materials beneath the mat foundation should be protected from frost ac-
tion, We believe 30 Inches of frost cover is appropriate for this site.
6. We should be retained to observe the completed excavations for mats to
confirm that the subsurface conditions are similar to those found in our
borings.
Coss, INC,
COASTAL, CHEMICAL FACILITY
CTL I T PROJECT No, FC0c605-125
7
IF
BELOW GRADE AREAS
No below -grade construction is planned. For this condition, perimeter
drains around the foundation are not usually necessary. We should be contacted
to provide foundation drain recommendations if plans change to include base-
ment areas.
PAVEMENTS
The project will include concrete paved off-loading aprons adjoining the
chemical storage tank slab. Existing fill at the site poses a threat of damage to
pavements by settlement and/or heave. Fill in planned pavement areas can be
either partly or completely excavated and recompacted for improved support, as
described in the Fill Placement section of this report. For Portland cement con-
crete (PCC) pavement at the site, we recommend a minimum 6 -inch thick pave-
ment section.
Pavement Maintenance
Routine maintenance, such as sealing and repair of cracks, is necessary
to achieve the long-term life of a pavement system. We recommend a preven-
tive maintenance program be developed and followed for all pavement systems
to assure the design life can be realized. Choosing to defer maintenance usually
results in accelerated deterioration leading to higher future maintenance costs,
and/or repair. A recommended maintenance program Is outlined in Appendix D.
Excavation of completed pavement for utility construction or repair can
destroy the integrity of the pavement and result in a severe decrease in service-
ability. To restore the pavement top original serviceability, careful backfill com-
paction before repaving is necessary.
CGRS, INC.
COASTAL CH MM. FACILITY
CALlYPROJECT N0, FC0660S-125
8
SURFACE DRAINAGE
Performance of foundations, flatwork and pavements are influenced by
changes in subgrade moisture conditions, Carefully planned and maintained sur-
face grading can reduce the risk of wetting of the foundation soils and pavement
subgrade, Positive drainage should be provided away from foundations. Backfill
around foundations should be moisture treated and compacted as described in
Fill Placement,
GEOTECHNICAL RISK
The concept of risk is an important aspect with any geotechnical evalua-
tion primarily because the methods used to develop geotechnical recommenda-
tions do not comprise an exact science. We never have complete knowledge of
subsurface conditions, Our analysis must be tempered with engineering Judg-
ment and experience. Therefore, the recommendations presented In any ge-
otechnical evaluation should not be considered risk -free. Our recommendations
represent our Judgment of those measures that are necessary to increase the
chances that the structures will perform satisfactorily, It is critical that all recom-
mendations in this report are followed during construction, Property owners must
assume responsibility for maintaining the structures and use appropriate practic-
es regarding drainage and landscaping, Improvements performed after construc-
tion should be completed in accordance with recommendations in this report.
LIMITATIONS
Although our borings were spaced to obtain a reasonably accurate picture
of subsurface conditions, variations not indicated in our borings are possible,
We should observe foundation excavations to confirm soils are similar to those
found in our borings. Placement and compaction of fill, backfill, subgrade and
CORS, INC.
COASTAL CHEMICAL FACIu1Y
CTL T PROJECT NO. FC06605-125
9
other fills should be observed and tested by a representative of our firm during
construction.
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 understand-
ing of the planned construction. If plans change or differ from the assumptions
presented herein, we should be contacted to review our recommendations.
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, ex-
press or implied, Is made,
If we can be of further service in discussing the contents of this report or in
the analysis of the proposed construction from the geotechnical point of view,
please contact the undersigned.
CTL I THOMPSON, INC. by:
Brendan P. Moran, El
Staff Geotechnical Engineer
BPM:SAS
(2 Copies)
CGRS, INC.
COASTAL CHEMICAL FACILITY
CTL I T PROJECT NO. FC06605.125
Spencer Soh
Project Manag
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LEGEND:
TN_ I INDICATES APPROXIMATE
LOCATION OF EXPLORATORY
BORING
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COIt5. INC.
COASTAL CHEMICAL FACILITY
OIL I T PROJECT NO. FCO680S-126
-1
5114 Sr.
9TH ST.
HWY 34 9 S.1 LOTH aT
i
VICINITY MAP
(GREELEY, COLORADO)
NOT TO SOME
-151
4 SITE
Locations of
Exploratory
Borings
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APPENDIX A
RESULTS OF LABORATORY TESTING
7
8
5
4
3
2
0
-1
-2
•3
-a
EXPANSION
UNDER CONSTANT
PRESSURE
DUE
TO WETTING
4
4
i
0.1 , 1.a
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY (CL)
From Tai - 1 AT 4 FEET
COMB, INC.
COASTAL CHEMICAL FACILITY
CTL f T PROJECT NO. FC0$805.125
10
100
DRY UNIT WEIGHT= 120 PCF
MOISTURE CONTENTC 10.9 _ %
Swell Consolidation
Test Results
FIGURE A-1
4
6
4
3
a
1
0
.2
-a
.4
-
-
I
H.
il
a_.
iir_
I
EXPANSION
PRESSURE
UNDER
DUE
CONSTANT
TO WETTING
I
L-
-
-
_
-
....
__.
--
-- -
--
0.1 1.0
APPLIED PRESSURE - RSF
Sample of FILL, CLAY, SANDY (CL)
From TH-3AT4FEET
MRS, INC.
COASTAL CHEMICAL FACILITY
CU, T PROJECT NO. FC08605-125
10
100
DRY UNIT WEIGHT= 1O7 PCB
MOISTURE CONTENT: 1$.f V.
Swell Consolidation
Test Results
FIGURE A-2
HYDROMETER ANALYSIS
SIEVE ANALYSIS
25
45MIN.
NR. ? Hp. TIME READINGS U,S. STANDARD SERIES CLEAR SQUARE OPENINGS
15 MIN. 6014!4. MUM 4 MIN, 1 MIN. '200 105 '50 '40 '30 '16 "10 '8 '4 SW 3(4' 1'ri" V
feel
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.037 .074 .149 .297 042190 1.19 2,0 2.38 4.76 9.52 19.i 36.1 76.2 12152
DIAMETER OF PARTICLE IN MILLIMETERS
SANDS
GRAVEL
CLAY (PtASTIC) 10 SILT (NON PLASTIC)
FINE
MEDIUM
COARSE
FINE
COARSE
COBBLES
Sample of GRAVEL, SANDY, SLIGHTLY CLAYEY (GIN —GC)
From TH -1 AT -10 FEET
GRAVEL 6$ % SAND 36 ' a
SILT & CLAY f3 % LIQUID LIMIT __.. °fa
PLASTICITY INDEX °I¢
I HYDROMETER
ANALYSIS
I SIEVE ANALYSIS
25
45
HR. 7 HR TIME READINGS U.S STANDARD SERIES CLEAR SQUARE
MIN 15111N. 60 MIN. 19 MIN. 4 MIN_ 1 MIN. '200 '100 '50 '40 '30 '1S 'i0 `8 '4 318' 914" 1'h'
OPENINGS
3"
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.001 0002 .005 .009 .4I9 .037 .074 .149 .297 0.42 .590 1.19 2.0 2.38 4.78 9.52 19.1 36.1 76 2 12F 200
182
CItAMETER OF PARTICLE IN MILOMETERS
SANDS
CLAY(PiASTIC) TO SILT {NON -PLASTIC}
FINE
MEDIUM
COARSE
FINE
COARSE
COBBLES
Sample of SAND, CLAYEY (SC)
from TH - 2 AT 4 FEET
CGRS, INC.
COASTAL CHEMICAL FACILITY
CTL I T PROJECT NO. FC06805-125
GRAVEL 0 % SAND
SILT & CLAY 40 % LIQUID LIMIT
PLASTICITY INDEX
Gradation
Test Results
60 %
Qfo
FIGURE 43
°�a
HYDROMETER ANALYSIS I.
SIEVE ANALYSIS J
ES HR. 7 HR TIME READINGS U.S- STANDARD SERIES CLEAR SQUARE OPENINGS
4SMIN SPAIN. 60 MIN 19 MIN 4 MIN. 1 MIN. 200 'i00 '50 '40 '30 18 10 *8 '4 3/3' 314' 1W 3' 6484 A'
100
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.001 0.002 .006 .009 .019 .037 .074 .149 .297 .690 1.19 20 2.38 4,76 952 19.1 38,1 78
0.42
DIMIETER OF PARTICLE IN MILLIMETERS
I
2 1272
62
CLAY (PLASTIC) TO StT (NON -PLASTIC)
SANDS
GRAVEL
FINE
I MEDIUM
I COARSE
FINE
I COARSE 1
COBBLES
Sample of SAND, GRAVELLY (SP)
From TH - 2 AT 20 FEET
GRAVEL 35 % SAND 62 %
SILT & CLAY 3 % LIQUID LIMIT %
PLASTICITY INDEX
I
HYDROMETER ANALYSIS
SIEVE ANALYSISI
26
FIR 7 NR TIt11E READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
MIN 15 MIN SOMIN 19MIN 4 MIN. I MIN. '200 '100 '60 '40 '30 '16 '10 '8 '4 WY 314" 1W 3' 6'6'
8'100
k.
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0.002 .005 009 .019 .037 .074 .149 .297 .690 1.19 2 0 2.24 4.78 9-52 19.1 38.1 76 2 127 200
0.42 152
DIAMETER OF PARTICLE IN MILLIMETERS
ICLAY
(PLASTIC) TO SILT (NON -PLASTID)
SANDS
GRAVELFINE
MEDIUM I
COARSE
FINE I
COARSE I
CODDLES
Sample of GRAVEL, SANDY, SLIGHTLY CLAYEY (GP -GC)
From TH - 3 AT 14 FEET
CORE, INC.
COASTAL CHEMICAL FACILITY
CTL IT PROJECT NO. FC0660$.126
GRAVEL 49 % SAND
SILT & CLAY 6 % LIQUID LIMIT
PLASTICITY INDEX
Gradation
Test Results
45 %
FIGURE A-4
Qua
TABLE A-1
SUMMARY OF LABORATORY TESTING
TH-1 19 I66
I
NEGATIVE VALUE INDICATES COMPRESSION_
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APPENDIX B
SAMPLE SITE GRADING SPECIFICATIONS
SAMPLE SITE GRADING SPECIFICATIONS
1. DESCRIPTION
This item shall consist of the excavation, transportation, placement and compac-
tion of materials from locations indicated on the plans, or staked by the Engineer,
as necessary to achieve building site elevations.
2. GENERAL
The Geotechnical Engineer shall be the Owner's representative. The Geotech-
nical Engineer shall approve fill materials, method of placement, moisture con-
tents and percent compaction, and shall give written approval of the completed
fill.
3, CLEARING JOB SITE
The Contractor shall remove all trees, brush and rubbish before excavation or fill
placement is begun. The Contractor shall dispose of the cleared material to pro-
vide 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 to a depth
of 8 inches until the surface is free from ruts, hummocks or other uneven fea-
tures, which would prevent uniform compaction by the equipment to be used.
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
and compacted to not less than 95 percent of maximum dry density as deter-
mined in accordance with ASTM D 698 or AASHTO T 99.
6. FILL MATERIALS
On -site materials classifying as CL, SC, SM, SW, SP, GP, GC and GM are ac-
ceptable. Fill soils shall be free from organic matter, debris, or other deleterious
substances, and shall not contain rocks or lumps having a diameter greater than
three (3) inches. Fill materials shall be obtained from the existing fill and other
approved sources.
CORS; INC.
COASTAL CHEMICAL FACILITY
CTL IT PROJECT NO. FC0604b•125
B-1
7. MOISTURE CONTENT
Fill materials shall be moisture treated. Clay soils placed below the building en-
velope should be moisture -treated to between 1 and 4 percent above optimum
moisture content as determined from Standard Proctor compaction tests. Clay
soil placed exterior to the building should be moisture treated between optimum
and 3 percent above optimum moisture content. Sand soils can be moistened to
within 2 percent of optimum moisture content. Sufficient laboratory compaction
tests shall be performed to determine the optimum moisture content for the vari-
ous soils encountered in borrow areas.
The Contractor may be required to add moisture to the excavation materials in
the borrow area if, in the opinion of the Geotechnical Engineer, it is not possible
to obtain uniform moisture content by adding water on the fill surface. The Con-
tractor 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 Geotechnical Engineer, which will give the
desired results, Water jets from the spreader shall not be directed at the em-
bankment 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, roiling and all work
on that section of the fill shall be delayed until the material has been 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 dry density. Fill materials shall be placed
such that the thickness of loose material does not exceed 8 inches and the com-
pacted lift thickness does not exceed 6 inches,
Compaction, as specified above, shall be obtained by the use of sheepsfoot roll-
ers, multiple -wheel pneumatic -tired rollers, or other equipment approved by the
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 insure that
the required dry density is obtained.
CGRS, INC.
COASTAL CHEMICAL FACILITY
CTL IT PROJECT NO. EC06B06.125
B-2
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 no appreciable amount of loose soil
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. DENSITY TESTS
Field density tests shall be made by the Geotechnical Engineer at locations and
depths of his choosing. Where sheepsfoot rollers are used, the soil may be dis-
turbed to a depth of several inches, Density tests shall be taken in compacted
material below the disturbed surface. When density tests indicate that the dry
density or moisture content of any layer of fill or portion thereof is below that re-
quired) the particular layer or portion shall be reworked until the required dry
density or moisture content has been achieved.
11. COMPLETED PRELIMINARY GRADES
All areas, both cut and fill, shall be finished to a level surface and shall meet the
following limits of construction:
A. Overlot cut or fill areas shall be within plus or minus 2110 of one foot.
B. Street grading shall be within plus or minus 1/10 of one foot.
The civil engineer, or duly authorized representative, shall check all cut and fill
areas to observe that the work is in accordance with the above limits.
12. SUPERVISION AND CONSTRUCTION STAKING
Observation by the Geotechnical Engineer shall be continuous during the place-
ment of fill and compaction operations so that he can declare that the fill was
placed in general conformance with specifications. All site visits necessary to
test the placement of fill and observe compaction operations will be at the ex-
pense of the Owner. All construction staking will be provided by the Civil Engi-
neer or his duly authorized representative. Initial and final grading staking shall
be at the expense of the owner. The replacement of grade stakes through con-
struction shall be at the expense of the contractor.
CORS, INC.
COASTAL CHEMICAL FACILITY
CTLIT PROJECT NO, FC46BO5.125
B-3
13. SEASONAL LIMITS
No fill material shall be placed, spread or rolled while it is frozen, thawing, or dur-
ing unfavorable weather conditions. When work is interrupted by heavy precipi-
tation, fill operations shall not be resumed until the Geotechnical Engineer indi-
cates that the moisture content and dry density of previously placed materials are
as specified.
14. NOTICE REGARDING START OF GRADING
The contractor shall submit notification to the Geotechnical 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 ad-
vance of any resumption dates when grading operations have been stopped for
any reason other than adverse weather conditions.
15. REPORTING OF FIELD DENSITY TESTS
Density tests performed by the Geotechnical Engineer, as specified under' Den-
sity Tests" above, shall be submitted progressively to the Owner, Dry density,
moisture content and percent compaction shall be reported for each test taken.
16. DECLARATION REGARDING COMPLETED FILL
The Geotechnical Engineer shall provide a written declaration stating that the site
was filled with acceptable materials, or was placed in general accordance with
the specifications,
CGRS, INC.
COASTAL CHEMICAL FACILITY
CTI.I T PROJECT NO. FC06805•125
B-4
APPENDIX C
PAVEMENT CON$TRUCTIQN RECOMMENDATION
SUBGRADE PREPARATION
Moisture Treated Subgrade (MTS)
1. The subgrade should be stripped of organic matter, scarified, mois-
ture treated and compacted to the specifications stated below in
Item 2. The compacted subgrade should extend at least 3 feet be-
yond the edge of the pavement where no edge support, such as
curb and gutter, are to be constructed.
2. Sandy and gravelly soils (A -1-a, A -1-b, A-3, A-2-4, A-2-5, A-2-6, A-
2-7) should be moisture conditioned near optimum moisture content
and compacted to at least 95 percent of standard Proctor maximum
dry density (ASTM D 698, AASI-HTO T 99). Clayey soils (A-6, A-7-5,
A-7-6) should be moisture conditioned between optimum and 3 per-
cent above optimum moisture content and compacted to at least 95
percent of standard Proctor maximum dry density (ASTM D 698,
AASI-ITO T 99).
3. Utility trenches and all subsequently placed fill should be properly
compacted and tested prior to paving. As a minimum, fill should be
compacted to 95 percent of standard Proctor maximum dry density.
4. Final grading of the subgrade should be carefully controlled so the
design cross -slope is maintained and low spots in the subgrade that
could trap water are eliminated.
5, Once final subgrade elevation has been compacted and tested to
compliance and shaped to the required cross-section, the area
should be proof -rolled using a minimum axle toad of 18 kips per ax-
le. The proof -roll should be performed while moisture contents of
the subgrade are still within the recommended limits. Drying of the
subgrade prior to proof -roll or paving should be avoided.
6. Areas that are observed by the Engineer that have soft spots in the
subgrade, or where deflection is not uniform of soft or wet subgrade
shall be ripped, scarified, dried or wetted as necessary and
recompacted to the requirements for the density and moisture. As
an alternative, those areas may be sub -excavated and replaced
with properly compacted structural backfill. Where extensively soft,
yielding subgrade is encountered; we recommend a representative
of our office observe the excavation.
GO RS, INC.
COASTAL CHEMICAL FACILITY
CTLIT PROJECT NO. FC0G805-12&
C-1
PAVEMENT MATERIALS AND CONSTRUCTION
Portland Cement Concrete (PCC)
1. Portland cement concrete should consist of Class P of the 2011
CDOT - Standard Specifications for Road and Bridge Construction
specifications for normal placement or Class E for fast -track pro-
jects. PCC should have a minimum compressive strength of 4,200
psi at 28 days and a minimum modulus of rupture (flexural strength)
of 650 psi, Job mix designs are recommended and Periodic checks
on the job site should be made toyeri& compliance with specifica-
tions.
2. Portland cement should be Type Il "low alkali" and should conform
to ASTM C 150,
3. Portland cement concrete should not be placed when the subgrade
or air temperature is below 40°F.
4, Concrete should not be placed during warm weather if the mixed
concrete has a temperature of 90°F, or higher.
5. Mixed concrete temperature placed during cold weather should
have a temperature between 50°F and 90°F.
6. Free water should not be finished into the concrete surface. Atom-
izing nozzle pressure sprayers for applying finishing compounds
are recommended whenever the concrete surface becomes difficult
to finish.
7 Curing of the portland cement concrete should be accomplished by
the use of a curing compound. The curing compound should be
applied in accordance with manufacturer recommendations.
8. Curing procedures should be implemented, as necessary, to pro-
tect the pavement against moisture loss, rapid temperature change,
freezing, and mechanical injury.
9 Construction joints, including longitudinal joints and transverse
joints, should be formed during construction or sawed after the
concrete has begun to set, but prior to uncontrolled cracking.
10. All joints should be properly sealed using a rod back-up and ap-
proved epoxy sealant.
CORS, INC.
COASTAL CHEMICAL FACILITY
CTL I T PROJECT NO. FC0eoo5-125
C-2
11. Traffic should not be allowed on the pavement until it has properly
cured and achieved at least 80 percent of the design strength, with
saw joints already cut.
12. Placement of portland cement concrete should be observed and
tested by a representative of our firm. Placement should not com-
mence until the subgrade is properly prepared and tested.
CG RS. INC.
COASTAL CHEMICAL FACILITY
CIL IT PROJECT NO. FC8680S-126
C-3
APPENDIX D
PAVEMENT MAINTENANCE PROGRAM
MAINTENANCE RECOMMENDATIONS FOR FLEXIBLE PAVEMENTS
A primary cause for deterioration of pavements is oxidative aging resulting
in brittle pavements. Tire loads from traffic are necessary to "work" or knead the
asphalt concrete to keep it flexible and rejuvenated. Preventive maintenance
treatments will typically preserve the original or existing pavement by providing a
protective seal or rejuvenating the asphalt binder to extend pavement life,
1. Annual Preventive Maintenance
a. Visual pavement evaluations should be performed each spring
or fall.
b. Reports documenting the progress of distress should be kept
current to provide information on effective times to apply pre-
ventive maintenance treatments.
c. Crack sealing should be performed annually as new cracks ap-
pear.
2. 3 to 5 Year Preventive Maintenance
a. The owner should budget for a preventive treatment at approxi-
mate intervals of 3 to 5 years to reduce oxidative embrittlement
problems.
b. Typical preventive maintenance treatments include chip seals,
fog seals, slurry seals and crack sealing.
3. 5 to 10 Year Corrective Maintenance
a. Corrective maintenance may be necessary, as dictated by the
pavement condition, to correct rutting, cracking and structurally
failed areas.
b. Corrective maintenance may include full depth patching, milling
and overlays.
c. In order for the pavement to provide a 20 -year service life, at
least one major corrective overlay should be expected.
CGRS, INC.
COASTAL CHEMICAL FACILITY
CTLIT PROJECT NO, FC068OS-125
D-1
MAINTENANCE RECOMMENDATIONS FOR RIGID PAVEMENTS
High traffic volumes create pavement rutting and smooth polished surfac-
es. Preventive maintenance treatments will typically preserve the original or ex-
isting pavement by providing a protective seal and Improving skid resistance
through a new wearing course.
1, Annual Preventive Maintenance
a, Visual pavement evaluations should be performed each spring
or fall.
b. Reports documenting the progress of distress should be kept
current to provide information of effective times to apply preven-
tive maintenance.
c, Crack sealing should be performed annually as new cracks ap-
pear.
2 4 to 8 Year Preventive Maintenance
a. The owner should budget for a preventive treatment at approxi-
mate intervals of 4 to 8 years to reduce joint deterioration.
b. Typical preventive maintenance for rigid pavements includes
patching, crack sealing and joint cleaning and sealing.
c. Where joint sealants are missing or distressed, resealing is
mandatory.
3. 15 to 20 Year Corrective Maintenance
a. Corrective maintenance for rigid pavements Includes patching
and slab replacement to correct subgrade failures, edge dam-
age, and material failure.
b. Asphalt concrete overlays may be required at 15 to 20 year in-
tervals to improve the structural capacity of the pavement.
CARS, INC.
COASTAL CHEMICAL FACILITY
CIL I T PROJECT NO. FC4980S-125
D-2
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