HomeMy WebLinkAboutHARMONY RIDGE PUD PHASE ONE - Filed SER-SUBSURFACE EXPLORATION REPORT -SUBSURFACE EXPLORATION REPORT
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
EEC PROJECT NO. 1994067
EEC
EARTH ENGINEERING
CONSULTANTS, INC.
February 1, 2000
Empire Management, Inc.
P.O. Box 7447
Loveland, Colorado 80537-0447
Attn: Mr. Dwayne Walker
Re: Subsurface Exploration Report
Harmony Ridge Phase I - Pavements
Fort Collins, Colorado
EEC Project No. 1994067
Mr. Walker:
Enclosed, herewith, are the results of the geotechnical subsurface exploration completed by Earth
Engineering Consultants, Inc. personnel for the roadways in the Harmony Ridge Phase I
development in Fort Collins: The structural pavement design for the roadway will be completed -
after we receive traffic load information from City of Fort Collins Engineering Department.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning the enclosed report, or if we can be of further service to you in any other way, please do
not hesitate to contact us.
XTAr r t „l xr vnnre
Lester L. Litton, P.E.
Principal Engineer
LLL/dmf
cc: Rick Richter - City of Fort Collins (2)
CENTRE FOR ADVANCED TECHNOLOGY
2301 RESEARCH BOULEVARD, SUITE 1 04
FORT COLLINS, COLORADO 80526
970) 224- 1 522 (FAx) 224-4564
SUBSURFACE EXPLORATION REPORT
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
EEC PROJECT NO. 1994067
INTRODUCTION
February 1, 2000
The subsurface exploration for roadway subgrades in the Harmony Ridge Phase I development
in Fort Collins, Colorado, has been completed. Seventeen (17) soil borings were advanced in the
right-of-ways of the new streets to develop information on existing subsurface conditions. At the
time of our exploration, the sanitary sewer and water had been installed in the roadway right-of-
ways. Individual boring logs and a diagram indicating the approximate boring locations are
included with this report.
The Harmony Ridge development is located south of Harmony Road and east of Overland Trail
in Fort Collins. At the time of our exploration, the street subgrades were at approximate final
grade and the underground utilities had been installed in the street right-of-ways. The purpose of
our exploration was to define the existing subsurface conditions in the street areas and provide
remolded subgrade strength characteristics of the subgrade soils for use in the pavement structure
design.
EXPLORATION AND TESTING PROCEDURES
The boring locations were selected and established in the field by Earth Engineering Consultants,
Inc. (EEC) personnel. The field locations were established by approximating locations relative
to identifiable site features. The locations of the field borings should be considered accurate only
to the degree implied by the methods used to make the field measurements.
Earth Engineering Consultants, Inc.
EEC Project No. 1994067
February 1, 2000
Page 2
The borings were performed with a CME 45 drill rig using 4-inch nominal diameter continuous
flight augers. Samples of the subgrade materials were obtained using split -barrel and California
barrel sampling procedures and from the auger cuttings. Field density testing has previously been
completed in the overlot fill and utility backfill areas.
Moisture content tests were completed in the laboratory on each of the recovered samples. In
addition, washed sieve analysis and Atterberg limits tests were performed on samples representing
the different subgrade soil groups encountered. Swell/consolidation tests were performed on
selected California barrel samples. Two Hveem stabilometer R-value tests were completed on
composite samples of near surface subgrade materials. Results of the outlined tests are shown on
the attached boring logs and summary sheets.
As a part of the testing program, all samples were examined in the laboratory by an engineer and
classified in accordance with the attached General Notes and the Unified Soil Classification
System, based on the soil's texture and plasticity. The estimated group symbol for the Unified
Soil Classification System is shown on the boring logs and a brief description of that classification
system is included with this report.
SITE AND SUBSURFACE CONDITIONS
The Harmony Ridge development is located south of Harmony Road and east of Overland Trail.
The approximate roadway configuration within the development is indicated on the attached
boring location diagram. At this time, overlot grading and utility installations have been
completed in the roadway areas. Field density tests have been completed on the overlot fill and
utility backfill.
Based on results of the subsurface exploration, subsurface conditions can be generalized as
follows. Subsurface soils encountered in the test borings consisted predominately of light brown
sandy lean clays and/or silty clayey sand. Those materials were generally very similar with the
percent minus 200 material ranging from 40 to 60 % . A portion of material encountered in the
test borings was overlot fill material or utility backfill. The site materials are slightly plastic as
Earth Engineering Consultants, Inc.
EEC Project No. 1994067
February 1, 2000
Page 3
indicated from the Atterberg limits tests. The lean clay and clayey sand shows low swell potential
in their in -situ moisture and density conditions. The subsurface soils have low to moderate
remolded strength.
The stratification boundaries indicated on the boring logs represent the approximate locations of
changes in soil types; in -situ, the transition of materials may be gradual and indistinct.
Observations were made while drilling and after completion of the borings to detect the presence
and depth to free water. Free water was not observed in any of the borings at the time of drilling.
The depth to groundwater at the time of drilling is shown in the upper right hand corner of the
boring logs. Fluctuations in groundwater levels can occur over time depending on variations in
hydrologic conditions and other conditions not apparent at the time of this report.
ANALYSIS AND RECOMMENDATIONS
The subgrades for the roadways have been prepared in general accordance with City of Fort
Collins criteria. Utilities have also been installed within the roadway right-of-way in accordance
with City requirements. Field density tests have been completed on the utility backfill materials
within the roadway areas. The test results indicate the site fill and backfill materials were
compacted to at least 95 % of standard Proctor maximum dry density.
The subgrade soils in the pavement areas consist of sandy lean clay/clayey sand with low swell
potential. We expect those subgrades could be used for direct support of composite or full -depth
asphalt concrete pavement sections. Those pavement sections will be designed after traffic
loadings are provided by City of Fort Collins Engineering Department.
Hveem R-values of 8 and 16 were determined in laboratory testing of the subgrade soils. An R-
value of 8 will be used to design the pavement sections for the development streets.
Earth Engineering Consultants, Inc.
EEC Project No. 1994067
February 1, 2000
Page 4
II GENERAL COMMENTS
The preliminary analysis and recommendations presented in this report are based upon the data
obtained from the soil borings performed at the indicated locations and from any other information
discussed in this report. This report does not reflect any variations which may occur between
borings or across the site. The nature and extent of such variations may not become evident until
further exploration or construction. If variations appear evident, it will be necessary to re-
evaluate the recommendations of this report.
It is recommended that the geotechnical engineer be retained to review the plans and specifications
so that comments can be made regarding the interpretation and implementation of our geotechnical
recommendations in the design and specifications. It is further recommended that the geotechnical
engineer be retained for testing and observations during earthwork and foundation construction
phases to help determine that the design requirements are fulfilled.
This report has been prepared for the exclusive use of Empire Management, Inc. for specific
application to the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranty, express or implied, is made. In the event that
any changes in the nature, design or location of the project as outlined in this report are planned,
the conclusions and recommendations contained in this report shall not be considered valid unless
the changes are reviewed and the conclusions of this report modified or verified in writing by the
geotechnical engineer.
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted PS: Piston Sample
ST: Thin -Walled Tube - 2" O.D., unless otherwise noted WS: Wash Sample
R: Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted
PA: Power Auger FT: Fish Tail Bit
HA: Hand Auger RB: Rock Bit
DB: Diamond Bit = 4", N, B BS: Bulk Sample
AS: Auger Sample PM: Pressure Meter
HS: Hollow Stem Auger WB: Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where
WATER LEVEL MEASUREMENT SYMBOLS:
WL : Water Level WS While Sampling
WCI: Wet Cave in WD : While Drilling
DCI: Dry Cave in BCR: Before Casing Removal
AB : After Boring ACR: After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the indic
levels may reflect the location of ground water. In low permeability soils, the accurate determination of ground water levels is
possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION
Soil Classification is based on the Unified Soil Classification
system and the ASTM Designations D-2488. Coarse Grained
Soils have move than 50% of their dry weight retained on a
200 sieve; they are described as: boulders, cobbles, gravel or
sand. Fine Grained Soils have less than 50% of their dry weight
retained on a #200 sieve; they are described as : clays, if they
are plastic, and silts if they are slightly plastic or non -plastic.
Major constituents may be added as modifiers and minor
constituents may be added according to the relative proportions
based on grain size. In addition to gradation, coarse grained
soils are defined on the basis of their relative in -place density
and fine grained soils on the basis of their consistency.
Example: Lean clay with sand, trace gravel, stiff (CL); silty
sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf Consistency
500 Very Soft
500 - 1,000 Soft
1,001 - 2,000 Medium
2,001 - 4,000 Stiff
4,001 - 8,000 Very Stiff
8,001 - 16,000 Very Hard
RELATIVE DENSITY OF COARSE -GRAINED SOILS:
N-Blows/ft Relative Density
0-3 Very Loose
4-9 Loose
10-29 Medium Dense
30-49 Dense
50-80 Very Dense
80 + Extremely Dense
PHYSICAL PROPERTIES OF BEDROCK
DEGREE OF WEATHERING:
Slight Slight decomposition of parent material
joints. May be color change.
Moderate Some decomposition and color char
throughout.
High Rock highly decomposed, may be extreme
broken.
HARDNESS AND DEGREE OF CEMENTATION:
Limestone and Dolomite:
Hard Difficult to scratch with knife.
Moderately Can be scratched easily with knife.
Hard Cannot be scratched with fingernail.
Soft Can be scratched with fingernail.
Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife, cannot
scratched with fingemail.
Moderately Can be scratched with fingernail.
Hard
Soft Can be easily dented but not molded w
fingers.
Sandstone and Conglomerate:
e ap' ableor scratching a knife blade.
Cemented
Cemented Can be scratched with knife.
Poorly Can be broken apart easily with fingers.
Cemented
UNIFIED SOIDL CLASSMCATION SYSTEM
Soil Classification
Group Group NameCriteriaforAssigningGroupSymbolsandGroupnamesUsingLaboratoryTestsSymbol
Coarse —Grained Gravels more than Clean Gravels Less
Soils more than 50% of coarse than 5% fines Cu>4 and <,c<3E GW Well —graded gravel`
50% retained on fraction retained
No. 200 sieve on No. 4 sieve Cu<4 and/or 1>Cc>3E GP Poorly —graded gravel'
Gravels with Fines Fines classify as ML or MH GM Silty gravel, G,H
more than 12%
fines Fines classify as CL or CH GC Clayey Gravel ra"
Sands 50% or Clean Sands Less Cu>6 and 1<C.c<3E SW Well —graded sand'
more coarse than 5% fines
fraction posses Cu<6 and/or 1>Cc>3E SP Poorly —graded sand'
No. 4 sieve
Sands with Fines Fines classify as ML or MH SM Silty sand"'
more than 12%
fines Fines classify as CL or CH SC Clayey sand"'
Fine —Grained Silts and Clays inorganic PI>7 and plots on or above "A"Line CL Leon clayK`"
Soils 50% or Liquid Limit less
more passes the than 50 PI<4 or plots below "Aline' ML SiltK'`"
No. 200 sieve
organic Liquid Limit — oven dried Organic clay"
U.75 OL
Liquid Limit — not dried Organic silt
Silts and Clays inorganic PI plots on or above "A"Line CH Fat clay'"
Liquid Limit 50 or
more PI plots below "Aline MH Elastic Silt"-"
organic Liquid Limit — oven dried Organic ClayK•`"•"
0.75 OH
Liquid Limit — not dried Organic siltK'"-'
Highly organic soils Primarily organic matter, dark in color, and organic odor PT Peat
Based on the material passing the 3-in. (75- e (D-)Klf
Cu=D/D, Cc=
soil contains 15 to 29%plus No. 200. add
with "withmm) sieve D x D sand" or gravel", whichever is
Blf field sample contained cobbles or boulders, predominant.
or both, add "with cobbles or boulders, or both" if soil contains 2 30" plus No. 200
sandytogroupname. if soil contains 215% sand, add"with sand"to predominantly sand. add to group
CGrovels with 5 to 12% fines required dual
symbols: group1f
name.
If soil contains 2 30% plus No. 200
GW-GM well graded gravel with silt
fines classify as CL-ML, use dual symbol
GC -CM, or SC-SM. predominantly gravel, add gravely to group
GW-GC well-groded grovel with cloy If fines are organic, add"with organic fines "togg
name.
PI24 and plots on or above "A" line. GP -GM poorly -graded gravel with silt
GP -GC poorly -graded gravel with clay
group name
If soil contains >15%grovel, add"with grovel" PPIS4 or plots below "A" line.
Sands with 5 to 12% fines require dual to group name. oPl plats
be A" line. low
or above A" line.
PI plots besymbols:
SW-SM well -graded sand with silt
4If Atterberg limits plots shaded area, soil is o
CL-ML, silty clay.
SW -SC well -graded sand with clay
SP-SM poorly graded sand with silt
SP—SC poorly graded sand with cloy
8C
5C
d
IP
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For Classification of fine—grained solls
and fine—grained fraction of coorse—
grained soils, i
Equation of "A' —line
Horizontal at PI-4 to LL-25.5.
then PI-0.73 (ILL-20)
Equation of
a PVerticalatLL=16 to PI-7,
ol . then P1.0.9 (ILL-8)
G
MH 0R OH
CL-ML M L OR 0 L
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HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-1
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/1012000 WHILE DRILLING None AUGER TYPE: 4" CFA
FINISH DATE 01110/2000 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE
ELEV NIA 124 HOUR N/A SOIL DESCRIPTION D N
OU MC DD A -LIMITS 200 SWELL LL PI PRESSURE is
100 PSF TYPE FEET) BLOWS/FT) PSF) PCF) CLAYEY SAND WITH SCATTERED
GRAVEL 1 red/brown 2 SS
3 35
9000+
13.8 4 5 SS 25
9000+
13.9 CLAYSTONE brown 6 soft
to
moderately hard
calcareous 7 8 9
9' BOTTOM
OF
BORING
10 11 12 13
14
15
16
27
18
19
20
21
22
23
24
25
Earth
Engineering
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HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-2
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01110/2000 AFTER DRILLING None SPT HAMMER: MANUAL
SURFACE ELEV NIA 24 HOUR N/A SOIL DESCRIPTION D
N OU MC DO A -LIMITS 200 SWELL LL PI PRESSURE
ii 100 PSF TYPE FEET) BLOWS/FT) PSF) I%) IPCFj I%) CLAYEY SAND (SC)
1 brown/red medium
dense S
2 FC
3
10
9000+ 12.9 4 ES, 5
8
9000+ 11.8 scattered gravel with
depth 6 7 8
9
9'
BOTTOM
OF
BORING 10 11 12
13
14
15
16
17
18
19
20
21
22
23
24
25
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I I
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-3
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01/10/2000 AFTER DRILLING None
SIFT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NIA
SOIL DESCRIPTION D N QU me DD A -LIMITS 200 SWELL
PI ;(%I PRESSURE a 100 PSFTYPEFEET) BLOW51FT) PSF) 1%I PCF) ILL
SANDY LEAN CLAY (CL) 1
red/brown
very stiff 2
with scattered gravel
26 9000+ 14.0SS3
s
4
FC 28 9000+ 13.6 118.2 37 20 50.8 1000 psf 1.71. 5
6
7
8
9
9' BOTTOM OF BORING
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
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HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-4
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01/10/2000 AFTER DRILLING None
SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NIA
SOIL DESCRIPTION D N OUU MC DO ILL A -LIMITS 101, SWELL
PI PRESSURE 100 PSTTYPEFEET) BLOWSIFT) PCF)
CLAYEY SAND (SC) 1
red/brown
medium dense to dense 2
with scattered gravel
39 9000+ 6.8SS3
4
SS 5 18 2.3
6
7
8
9
9' BOTTOM OF BORING
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Cal LII Clly luccn.y vvnc
I
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-4
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01/1012000 AFTER DRILLING None SPT HAMMER:
MANUAL SURFACE ELEV NIA 24 HOUR WA SOIL DESCRIPTION
D N ou Mc DD A -LIMITS 200 SWELL LL PI
PRESSURE X, 100 PSF TYPE FEET) BLOWS/FT) PSF) li) PCF) CLAYEY SAND (
SC) 1 red/brown
medium dense
to dense 2 with scattered
gravel 39 9000+
6.8 SS 34E
5
18 2.3 6 7
8
9
9'
BOTTOM
OF BORING 10 11
12
13
14
15
16
17
18
19
20
21
22
23
24
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-5
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/1012000 WHILE DRILLING None AUGER TYPE:
4" CFA FINISH DATE 01/10/2000 AFTER DRILLING None SPT HAMMER:
MANUAL SURFACE EL NIA 24 HOUR NIA SOIL DESCRIPTION
0 N OU MC DO A -LIMITS 200 SWELL LL PI
PRESSURE 1. 100 PSF TYPE FEET) BLOWSIFT) PSF) I ) PCF) I%) SANDY LEAN
CLAY (CL) 1 red/brown
very stiff
2 with scattered
gravel 35 9000+
9.7 CS 34E
5
32 9000+ 8.3 6 7
8
9
9'
BOTTOM
OF BORING 10 11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Earth
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HARMONY RIDGE PHASEI- PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-6
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01/10/2000 AFTER DRILLING None
SPT HAMMER: MANUAL SURFACE ELEV NIA 5 DAYS AFTER DRILLING N/A
SOIL DESCRIPTION o N ou Mc oo A -LIMITS 200 SWELL
LL PI PRESSURE 100 PSFTYPEFEET) BLOWS/FT) PSF) PCF)
SANDY LEAN CLAY (CL) 1
red/brown
very stiff 2
with scattered gravel
11 9000+ 11.8SS3
4
ICS 5 13 8000 10.5
6
7
less sand with depth
8
9
9' BOTTOM OF BORING
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Earth Englneentty %,onbutaants
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-7
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01/1012000 AFTER DRILLING NoneSPT HAMMER: MANUAL SURFACE
ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N
OU MC DD A -LIMITS 200 SWELL TYPE FEET) BLOWSIFT) PSF)
I%) PCF) I%) LL PI PRESSURE fiii100PSF CLAYEY SAND (SC) 1
red/brown calcareous 2
medium dense
ICS 28
9000+ 7.1 3 4 scattered gravelwith
depth
22 9000+ 9.4
SS E 5 6789
CLAYSTONE,
brown/
olive,
highlyweatheredYBOTTOMOFBORING
10 11 12 13
14
15
16
17
18
19
20
21
22
23
i
24
25
Bann
cnyuletanly %.
VnauiLa1ILa
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING 8-8
RIG TYPE: OME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/1012000 WHILE DRILLING None AUGER TYPE: 4"
CFA FINISH DATE 01/1012000 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE ELEV N/
A 24 HOUR NIA SOIL DESCRIPTION D N au Mc
00 A -LIMITS 200 SWELL LL PI PRESSURE 100 PSF TYPE
FEET) BLOWS/FT) PSF) PCF) SANDY LEAN CLAY (CL) 1 brown
very stiff 2 calcareous 14
9000+
14.2 SS
3
with scattered gravel s4Fc
5 30 9000+
11.
0
115.8 36 21 60.1 1000 psi 1.2% 6 7 8 9 3' ROTTOM
OF
90RING
10
11
12 13 14 15
16
17
18
19
20
21
22
23
24
25
tarin
tngineenng
L.
Un5U1LdIIL5
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-9
PIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01/10/2000 AFTER DRILLING None
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION D N QU MC DD A -LIMITS 200 SWELL
LL PI PRESSURE d 100PSFTYPEFEET) BLOWSIFT) PSF) lil PCF) 1951
SANDY LEAN CLAY (CL) 1
red/brown
calcareous 2
very stiff
24 9000+ 12.5withscatteredgravelSS3
S
4
FC 15 9000+ 15.65—
6
7
8
9
9' BOTTOM OF BORING
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
carm r-nymeenny %.U1Iau1La11w
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-10
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01/10/2000 AFTER DRILLING None
SPT HAMMER: MANUAL SURFACE ELEV NIA 124 HOUR N/A
SOIL DESCRIPTION D N ou Mc DD A -LIMITS 200 SWELL
LL PI PRESSURE 700 PSFTYPEFEET) BLOWSlFT) PSF) PCF)
CLAYEY SAND (SC) - FILL MATERIAL 1
brownlred
dense to very dense 2
with scattered gravel and cobbles
56110" 10.0SS3
4
E 6 50/11" 9000+ 11.3
6
7CLAYSTONE
olive/grey
highly weathered 8
moderately hard
9
9' BOTTOM OF BORING
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Cd1LII C1111111CC11111J. VVIIJu11a111
1
1
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-11
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 0111012000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 0111012000 AFTER DRILLING None
SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR N/A
SOIL DESCRIPTION D N DU MC DD A -LIMITS 200 SWELL
PI PRESSURE 4 700 PSFTYPEFEET) BLOWS/FT) PS PCFI ILL e)
SANDY LEAN CLAY (CL) 1
brown
very stiff 2
with scattered gravel
19 9000+ 14.2SS3
4
Fc-sI5 20 9000+ 15.7 118.0 37 19 1 53.0 2000 psf 1.3
6
7
8
9
9' BOTTOM OF BORING
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
Earth Engineering Consultants
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-12
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01110/2000 WHILE DRILLING None AUGER TYPE: 4" CFA
FINISH DATE 01110/2000 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE
ELEV N/A 24 HOUR NIA SOIL DESCRIPTION D N
QU MC DD A -LIMITS 200 SWELL LL PI PRESSURE lal
100 PSF TYPE FEET) BLOWS/FT) PSF) PCF) 1%I SANDY LEAN CLAY (CL)
1 brown/red very stiff
2 with
scattered gravel 17
9000+ SS 3
4 12.6 FCS
5
19 9000+
12.7 113.0 34 15 61.3 1000 psf 0.7 k 6 7 8 9
9'
BOTTOM
OF
BORING
10 11 12 13
14
15
16
17
18
19
20
21
22
23
24
25
artn
rnyuieenny %,
UnaUILaIILa
I
I I
I I
11
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-13
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01110/2000 AFTER DRILLING None SPT HAMMER: MANUAL SURFACE
ELEV N/A 24 HOUR N/A SOIL DESCRIPTION D N
cu MC oo A -LIMITS 100 SWELL LL PI PRESSURE @
100 PSF TYPE FEET) BLOWSIFT) PSF) I%) PCF) SANDY LEAN CLAY (CL)
1 brown very stiff 2
calcareous
ICS 24 9000+
12.2 with scattered gravel 34SS519
9000+
11.2 6 SAND AND GRAVEL (
SP-
GP) red 7 medium dense
8 9
Y BOTTOM
OF
BORING
10 11 12 13
14
15
16
17
18
19
20
21
22
23
24
25
Cdith
CIIIJIIICCIIIIIg.
VclnsuLan'
s
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B-14
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01/10/2000 AFTER DRILLING None
SPT HAMMER: MANUAL SURFACE ELEV N/A 24 HOUR N/A
SOIL DESCRIPTION D N OU MC DD A -LIMITS 200 SWELL
TVPE FEET) BLOWS/FT) PSF) IPC FI LL IPI 6) PRESSURE RD 100 PSF
SANDY LEAN CLAY (CL) 1
brown
very stiff 2
calcareous
34 9000+ 12.7 108.8 36 19 51.6 1200 psf 1.5% with scattered gravel CS 3
4
S" 5 26 9000+ 11.4
6
7
8
9
9' BOTTOM OF BORING
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
r...-....I+-...+
EaFUI rEnynteernly -onauLa.—
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B•15
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01/1012000 AFTER DRILLING None
SPT HAMMER: MANUAL SURFACE ELEV NIA 24 HOUR NIA
SOIL DESCRIPTION D N ou Mc DD A -LIMITS ZOO SWELL
LL PI PRESSURE @ 100 PSFTYPEFEET) BLOWSIFT) PSF) PCFI
SANDY LEAN CLAY (CL) 1
brown
2
3SS 11 9000+ 8.6
CLAYEY SAND (SC)
reddish brown 4
medium dense
18 9000+ 7.1calcareousCS5
with scattered gravel
6
7
8
9
9' BOTTOM OF BORING
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
C I tSEarthEnglneeringonsutan
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING B•16
RIG TYPE: CME45 SHEET 1 OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01/10/2000 WHILE DRILLING None
AUGER TYPE: 4" CFA FINISH DATE 01/10/2000 AFTER DRILLING None
SPT HAMMER: MANUAL SURFACE ELEV N/A 124 HOUR N/A
SOIL DESCRIPTION D N OU MC DD A -LIMITS 200 SWELL
LL PI PRESSURE W 100 PSFTYPEFEET) BLOWSIFT) PSF) PCF)
CLAYEY SAND (SC) 1
brown/red
dense 2
with scattered gravel ICS 41 9000+ 7.83
4
SS 5 35 9000+ 9.9
6
7
8
9
9' BOTTOM OF BORING
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
IEarthEngineeringConsu tants
I
i
HARMONY RIDGE PHASE I - PAVEMENTS
FORT COLLINS, COLORADO
PROJECT NO: 1994067 DATE: JANUARY 2000
LOG OF BORING 5-17
RIG TYPE: CME45 SHEET i OF 1 WATER DEPTH
FOREMAN: WVC START DATE 01110/2000 WHILE DRILLING None AUGER TYPE: 4"
CFA FINISH DATE 01/10/2000 AFTER DRILLING None SPT HAMMER: MANUAL
i SURFACE ELEV N/A 24 HOUR NIA SOIL DESCRIPTION U
N QU MC DO A -LIMITS 200 SWELL LL PI PRESSURE
700 PSF TYPE FEET) BLOWS/FT PSF) I%) IPGF) SANDY LEAN CLAY (
CL) 1 brown/red very
stiff 2
calcareous, with scattered
gravel ICS 18 9000+ 128 3 4 SAND (SP)
red189000+
3.
9 medium dense SS5calcareous, with scattered
gravel 6 7 8
9
9'
BOTTOM
OF
BORING 10 11 12
13
14
15
16
17
18
19
20
21
22
23
24
25
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay with Scattered Gravel (CL)
Sample Location: B-3 S-2 @ 4-5'
Liquid Limit: 37 IPlasticity Index: 20 Passing #200: 50.8%
Beginning Moisture: 10.2% JDry Density: 118.2 pcf Ending Moisture: 14.0%
Swell Pressure: 1400 psf Swell @ 100 psf: 1.7%
10
8
a 65
4
a+ 2
Qci
C
C0 0
CdV
d Water Added
o. -2
c -4
0
0
c -6
0
U
8
10
0.01 0.1 1 10
Load (TSF)
Project: Harmony Ridge Phase I - Pavements Project Number: 1994067
Fort Collins, Colorado I Date: January 2000
2EEC
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Sandy Lean Clay with Scattered Gravel (CL)
Sample Location: B-8 S-2 @ 4-5-
Liquid Limit: 36 IPlasticity Index: 21 Passing #200: 60.1 %
Beginning Moisture: 12.4% JDry Density: 105.8 pcf lEnding Moisture: 17.0%
Swell Pressure: 1000 psf Swell @ 100 psf: 1.2%
10
8
6
U)
4
2
c
d
E
m
0
0
m
Water Added
a -2
c -4
0
m
a_
0
c -6
0
U
8
10
0.01 0.1 1 10
Load (TSF)
Project: Harmony Ridge Phase I - Pavements Project Number: 1994067
Fort Collins, Colorado I Date: January 2000
E EC
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL)
Sample Location: B-11 S-2 @ 4-5'
Liquid Limit: 37 Plasticity Index: 19 Passing #200: 53.0%
Beginning Moisture: 14.5% JDry Density: 118.0 pcf JEnding Moisture: 16.3%
Swell Pressure: 2000 psf Swell @ 100 psf: 1.3%
9
06
U)
4
VA
cm
E
m
0
0
m
d Water Added
a -2
c -4
0
1
72
0
c -6
0
0
m
10
0.01 0.1
Load (TSF)
1 10
Project: Harmony Ridge Phase I - Pavements Project Number: 1994067
Fort Collins, Colorado Date: January 2000
EE J
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Lean Clay with Sand (CL)
Sample Location: B-12 S-2 @ 4-5'
Liquid Limit: 34 IPlasticity Index: 15 Passing #200: 61.3%
Beginning Moisture: 17.6% JDry Density: 113.0 pcf JEncling Moisture: 18.7%
Swell Pressure: 1000 psf Swell @ 100 psf: 0.7%
Project: Harmony Ridge Phase I - Pavements Project Number: 1994067
Fort Collins, Colorado Date: January 2000
EEEJ
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Sandy Lean Clay (CL)
Sample Location: B-14 S-1 @ 2-3-
Liquid Limit: 36 IPlasticity Index: 19 Passing #200: 51.6%
Beginning Moisture: 12.7% JDry Density: 108.8 pcf JEnding Moisture: 16.8%
Swell Pressure: 1200 psf Swell @ 100 psf: 1.5%
3
06 _ - 3
4 - -
2
m
E
d
g 0 - - - --
cm
d Water Added
a -2
c: -4
MO
a_
0
6
0
0
10 - -
0.01 0.1 1 10
Load (TSF)
Project: Harmony Ridge Phase I - Pavements Project Number: 1994067
Fort Collins, Colorado I Date: January 2000
30
20
a)
CO
10
0!
0
Earth Engineering Consultants, Inc
Summary of Hveem Stabilometer Test Results
100 200 300 400 500 600
Exudation Pressure
Material Designation: West Side
Sample Location: B-4, B-7
Material Description: tsrown Ulayey z5ana (au)
Test No. 1 2 3 4 5
Moisture 16.0 15.0 14.0
Density (pcf) 114.6 117.6 120.4
Exudation Pressure 159 278 354
R-Value 8 15 20
Recommended Design R-Value: 16
Project: Harmony Ridge Phase I - Pavements
Fort Collins, Colorado
Project No: 1994067
Date January 2000
30
Q)
cc
10
0
Earth Engineering Consultants, Inc
Summary of Hveem Stabilometer Test Results
100 200 300
Exudation Pressure
Material Designation: East Side
Sample Location: B-11, B-12
400 500
Material Description: grown tianoy Lean aay tu)
Test No. 1 2 3 4 5
Moisture 18.0 17.0 15.0
Density (pcf 110.9 113.2 121.4
Exudation Pressure 247 342 493
R-Value 7 9 18
Recommended Design R-Value: 8
Project: Harmony Ridge Phase I - Pavements
Fort Collins, Colorado
Project No: 1994067
Date January 2000
600
E EC