HomeMy WebLinkAboutFORT COLLINS SECOND AND HARMONY PUD AT THE VILLAGES AT HARMONY WEST LOT ONE PRELIMINARY AND FINAL - 3 90E, F - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORT® 0
SUBSURFACE EXPLORATION REPORT
PROPOSED CHURCH OF JESUS CHRIST
OF LATTER DAY SAINTS
REGENCY DRIVE AND HARMONY ROAD
FORT COLLINSv COLORADO
JOB NO. 12915055
Job No. 12915055 Terracon
December 18, 1991
Page 8
recommend the exposed soils be scarified to a minimum depth of 9
inches, adjusted in moisture content and compacted to at least 95
percent of the material's maximum dry density as determined in
accordance with ASTM Specification D-698, the standard Proctor
procedure. The moisture content of the scarified soils should be
adjusted to a minimum of the soil's standard Proctor optimum
moisture content.
Fill required to develop the subgrades should consist of approved,
low -volume change material free from organic matter and debris.
Those soils should be placed in loose lifts not to exceed 9 inches
thick, adjusted in moisture content as outlined for the scarified
soils, and compacted to at least 95 percent of standard procter
maximum dry density.
care should be taken during construction to avoid disturbing
prepared subgrades. Subgrades disturbed by construction activities
should be reworked in place or removed and replaced prior to
placement of the overlying floor slabs or pavements.
A Hveem stabilometer R-value of 12 was determined in laboratory
testing on a representative sample of subgrade materials obtained
from the site. Based on that R-value and assumed traffic loadings,
pavement sections were evaluated using the 1986 "AASHTO Guide for
Design of Pavement Structures." Reliabilities of 75 percent and
standard deviations of 0.44 and 0.34 were assumed for the flexible
and rigid pavements, respectively. Serviceability losses of 2.5
were assumed to be acceptable for the pavement areas and drainage
was assumed to be good.
Terracon
Job No. 12915055
December 18, 1991
Page 9
Based on the above outlined assumptions, recommended pavement
sections for both flexible and rigid pavements are provided below.
Those pavement sections are minimums and, as such, periodic
maintenance should be expected.
TABLE 1 - Recommended Pavement Sections
Light Duty
(Parking Only)
A) Portland Cement Concrete
PCC Pavements
B) Full Depth Asphalt
ACC Pavement
C) Asphalt on Aggregate Base
ACC Pavement
Aggregate Base
5.0"
3.5"
2.0"
6.0"
Heavy Duty
(Drives)
6.0"
4.5"
3.0"
6.0"
Aggregate base for the flexible pavements should consist of Class
5 or Class 6 base as defined by City of Fort Collins standard
specifications. That aggregate base material should be placed and
compacted as outlined above for the subgrades. Asphaltic concrete
for use in the pavement sections should consist of SC1 or SC2 mixes
as defined by City of Fort Collins standards. Portland cement
concrete for the pavement should be air entrained ready mix
concrete with a minimum 28-day compressive strength of 3,500 psi.
Positive drainage should be developed across and away from the
pavement edges to provide positive drainage. Water allowed to pond
on or adjacent to the pavements could result in saturation of
pavement subgrades and premature failure of the pavement sections.
Terracon
Job No. 12915055
December 18, 1991
Page 10
GENERAL COMMENTS
The 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 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 observation 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 our client
for specific application to the project discussed and has been
prepared in accordance with generally accepted geotechnical
engineering practices. No other warranty, expressed 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.
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS :
Split Spoon - 1%" I.D., 2" O.D., unless otherwise noted
PS
Piston Sample
ST :
Thin -Walled Tube - 2" O.D., Unless otherwise noted
WS
Wash Sample
PA :
Power Auger
FT
Fish Tail bit
HA :
Hand Auger
RB
Rock Bit
DB :
Diamond Bit - 40, N, B
BS
Bulk Sample
AS :
Auger Sample
PM
Pressuremeter
HS :
Hollow Stem Auger
DC
Dutch Cone
WB
Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD split spoon,
except where noted.
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
At After Boring ACR : After Casing Removal
Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. In pervious
soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate deter-
mination of ground water levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION:
Soil Classification is based on the Unified Soil Classification System and ASTM Designations D-2487 and D-2488..
Coarse Grained Soils have more 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 con-
stituents 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, Our 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
Hard
>-16,006
Very Hard
RELATIVE PROPORTIONS OF SAND AND GRAVEL
Descriptive Term(s)
(of Components Also
Percent of
Present in Sample)
Dry Weight
Trace
< 15
With
15 - 29
Modifier
> 30
RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)
(of Components Also Percent of
Present in Sample) Dry Weight
Trace < 5
With 5-12
Modifier > 12
RELATIVE DENSITY OF COARSE -GRAINED SOILS:
N-Blowslft.
Relative Density
0-3
Very Loose
4.9
Loose
10-29
Medium Dense
30-49
Dense
50.80
Very Dense
80+
Extremely Dense
GRAIN SIZE TERMINOLOGY
Major Component
Of Sample Size Range
Boulders Over 12 in. (300mm)
Cobbles
Gravel
Sand
Silt or Clay
12 in. to 3 in.
(300mm to 75mm)
3 in. to #4 sieve
(75mm to 4.75mm)
#4 to #200 sieve
(4.75mm to 0.075mm)
Passing #200 sieve
(0.075mm)
Form 108-6-85
1%rran
L
Job p
Fom, 104-685
BORING LOCATION DIAGRAM
PROPOSED LDS CHURCH
FORT COLLINS, COLOtRADO
Date now 1001 Drawn AuK/ntc 1.r.rr�C �
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Ah
LOG OF BORING NO. B-1
Page 1 of 1_
OWNER
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
sITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES
TESTS
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DESCRIPTION
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JPAJ
•9000+
CL
1
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12"
11.5
2.5 SILTY LEAN CLAY 95.2
Dark Brown
PA
Very Stiff
5
SP
2
AS
15.9
5'0 SILTY SAND 92.7
Brown
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer'
BETWEEN SOIL AND ROCK TYPES; IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
err a�
BORING STARTED 12-9-91
WL
� None WD or Ws
Y None AB1
BORING COMPLETED 12-9-91
WL
RIG CME-55
FOREMAN AL
M
WL
APPROVED LLL
JOB # 12915055
Ask
A&
LOG OF BORING NO. B-2
Page 1 of 1
OWNER
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES
TESTS
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Surface Elev.: 96.4 ft.
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0.4 4" Topsoil 96.0
PA
SILTY LEAN CLAY
'9000+
CL
1
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14"
11.7
Brown
Very Stiff
PA
5.0 91.4
5
CL
2
AS
l 5
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
1 err c
BORING STARTED 12-9-91
WL
7 None WD or WS
I None AB
BORING COMPLETED 12-9-91
WL
RIG CME-55
FOREMAN AML
WL
APPROVED LLL
Jos # 12915055
AM
n
LOG OF BORING NO. B-3
Page 1 of I
OWNER
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES
TE5TS
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DESCRIPTION
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Surface Elev : 97.8 ft.
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'9000+
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16.0
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PA
Light Brown
5.0_ 92 Very Stiff 8
With Calcareous Deposits
5
CL
-2
AS
10.8
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Irerracon
BORING STARTED 12-9.-.91
WL
9 None WD or ws
Y None AB
BORING COMPLETED 12-9-91
WL
RIG CME-55
FOREMAN AML
WL
APPROVED LLL
JJOB# 12915055
Ah
Mw LOG OF BORING NO. B-4
Page 1 of 1
OWNER
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES
TESTS
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DESCRIPTION
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Surface Elev.: 99.6 ft.
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2
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0.4 4" Topsoil 99.2
PA
*9000+
CL
1
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7.3
SILTY. SANDY_ LEAN CLAY
Dark Brown
PA
4.0 Very Stiff 95.6
5
SILTY FINE SAND 94.6
SM
2
AS
9.2
Light Brown
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Irerractin
BORING STARTED 12-9-91
7 None WD or WS
Y None AB
BORING COMPLETED 12-9-91
1WL
RrL
RIG CME-55
FoREMnx AML
WL
APPROVED LLL
JOB # 12915055
Alk
LOG OF BORING NO. B-5
Page 1 of 1
OWNER
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES
TESTS
J
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LL
+
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DESCRIPTION
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Surface .Eler.: _ 99.6 ft.
W
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CU
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ZIP-0
3 m a
0.3 3" Topsoil 99.3
PA
-
SILTY SANDY LEAN CLAY
'9000+
CL
1ST
7"
9.5
Dark Brown
PA
Very Stiff
5.0 94.6
5
Cl,
2
AS
11.0
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXTNATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
1rerrconL
BORING STARTED 124-91
L
_
y None WD or WS
I None AB
BORING COMPLETED 12-9-91
I
Ric CME-55
FOREMAN AML
L
APPROVED LLL
JOB # 12915055
1 rercon
CONSULTANTS SE, INC.
1609 OakRidge Drive, Suite 101
Ft. Collins, Colorado 80525
(303) 226-5611
Gerald R. Olson, P.E.
James A. Cunningham, P.E.
C. Fred Schoell, P.E.
December 18, 1991
Lester L. Litton, P.E.
Glaser Associates Architects
215 Jefferson
Fort Collins, Colorado 80524
ATTN: Mr. Carl Glaser RE: Subsurface Exploration Report
Proposed Church of Jesus
Christ of Latter Day Saints
Regency Drive and Harmony Road
Fort Collins, Colorado
Job No. 12915055
Mr. Glaser:
Enclosed, herewith, are the results of the subsurface exploration
performed for the referenced project. In summary, the soils
observed in the test borings at the site consisted of low
plasticity silty and/or sandy clays. Occasional zones of more
granular soils were also observed with depth in the boring. In our
opinion, the site soils can be used for direct support of the
proposed building on footing foundations. The site materials could
also be used for direct support of floor slabs and pavements.
Recommendations concerning design and construction of the
foundations and support of the floor slabs and pavements are
presented in the text of this report.
We appreciate the opportunity to be of service to you on this
project. If you have any questions concerning this report, or if
we can be of further service to you in any other way, please do not
hesitate to contact us.
very truly yours,
TERRAWN CONSULTANTS SE, INC.
Lester L. Litton, P.E.
Colorado No. 23957
Craig X. Denny, P.
Colorado No. 27757
LLL/dmf
Offices of The Terracon Companies, Inc. Geotechnical, Environmental and Materials Engineers
Colorado: Denver, Ft. Collins a Iowa: Cedar Falls, Cedar Rapids, Davenport, Des Moines, Storm Lake
Illinois: Bloomington, Naperville, Rock Island ■ Kansas: Lenexa, Topeka, Wichita ■ Minnesota: St. Paul
Missouri: Kansas City a Nebraska: Omaha a Oklahoma: Oklahoma City, Tulsa
QUALITY ENGINEERING SINCE 1965
Adh
n
LOG OF BORING NO. B-6
Page 1 of 1
OWNER
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES
TESTS
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DESCRIPTION
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Surface Elev.: 100.2 ft.
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0.3 3" Topsoil 99.9
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SM
1
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12"
7.0
SILTY FINE SAND WITH
SP
PA
GRAVEL
Light Brown
5.0 Medium Dense 95.2
5
SM
2
AS
8.2
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hard Penetrometer'
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Irerr con
BORING STARTED 12-9-91
L
Q None wD or ws
Y None AB
BORING COMPLETED 12-9-91
L
IW
RIG CME-55
FOREMAN AMLL
APPROVED LLL
JOB # 12915055
r-1
LOG OF BORING NO. B-7
Page 1 of 1
OWNER
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES
TESTS
U
DESCRIPTION
M
Z
7
Z
H ~_
~
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a
o
F
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a
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Surface Elev.: 100.5 ft.
a
i
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M
W m
O.
a~i
0.4 4" Topsoil 100.1
JPAJ
SILTY LEAN CLAY
*7000
CL
1
ST
9"
14.5
Dark Brown
PA
Very Stiff
5.0 95.5
5
CL
2
AS
10.5
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL;.
WATER LEVEL OBSERVATIONS
Irerracon
BORING STARTED 12-9-91
WL
Q None WD or WS
Y None AB
BORING COMPLETED 12-9-91
WL
RIG CME-5$
FOREMAN AML
WL
APPROVED LLL
JOB # 1291$0$$
Ah
r�
Ivor
LOG OF BORING NO. B-8
Page 1 of i
OWNER.
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES-
TESTS
U
DESCRIPTION
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m
w
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Surface Elev.: 99.6 ft.
o
a
0
oa
za_0
""`
0.4 4" Topsoil 98.2
PA
SILTY CLAY
2.0 Dark Brown 96.6
CL
I
ST
8"
9.4
'9000+
SILTY SANDY LEAN CLAY
PA
Brown
Very Stiff
5
*9000+
CL
2
-SS
8"
22
10.9
7.0 91.6
*9000+
S.M
3
SS
10"
40
10.6
SILTY SAND WITH GRAVEL
SP
PA
Red Brown
Medium Dense
10
Occasional Clayey Zones
*3000
SM
4
SS
1 8"
16
19.3
SP
SM
5
AS
1
5.1
15.0 83.6
15
SP
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROKIMATE BOUNDARY LINES calibrated Hand Penetrowter*
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Irearracon
BORING STARTED 12-9-91
g None WD or WS
SE None AB
BORING COMPLETED 12=9-91
w'L
rW
�G CME-55
FOREMAN AML
WL
APPROVED LLL
IJOB# 12915055
Ah
n
LOG OF BORING NO. B-9
Page I of I
OWNER
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS_ Church
SAMPLES
TESTS
}
J
H
DESCRIPTION
>
M
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M
Z
H f
9)
K
W
7
W
LL O
.Q IL
LL
H
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R
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F- O
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0 LL.
U R LL.
rface Elev.: 98.3 ft.
o
a
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i
o a.
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97.9
PA
CLAYrown 96.3
CL
1
ST
8"
-8.6
PA
(:.:fWitrhCalcareous
5
*9000+
CL
2
SS
8"
46
15.1
LEAN CLAY WITHD
09000+
CL
3
10"
-10
9.0
rown 89.8
iff
SS
pA
alcareous Deposits
10
FINE TO COARSE SILTY SAND
WITH GRAVEL
SP
4
SS
8"
24
4.5
Red Brown
Medium Dense
SP
5
AS
4.8
15.0 83.3
15
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
BORING STARTED I2-9-91
L
Q None WD or WS
Y None AB
BORING COMPLETED_ 12-9-91
rWwwL
LIrerrac®n
RIG CME-55F
OREMAN AML
L
APPROVED LLL
JOB # 1291 0055
Ask
Ah
IF MW LOG OF BORING NO. B40
Page 1 of 1
OWNER
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES
TESTS.
U
DESCRIPTION
W
z`
N
7
W
I~L o
E
a
UOW
►i
OQ.EIL
0MQ
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¢
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Surface Elev.: 99.4 fL
W
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M
a
7
z
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W
a
aJ
0oM
O
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MU
G D.
zHVI
3 W a
0.4 4" Topsoil 99:0
PA
2.0 SILTY LEAN CLAY WITH 97.4
nND
*9000+
CL
1
ST
10"
-6.3
Brows
With Calcareous Deposits
PA
SILTY FINE SAND
5
*9000+
SM
2
SS
10"
39
9.7
Light Brown
7.0 Medium Dense 92.4
With Calcareous Deposits
*8000
IDAI
SP
3
12"
17
14.2
Ss
CL
PA
SILTY FINE TO. COARSE
SAND
10
Red Brown
Medium Dense
SP
4
SS
10"
15
17.5
*3000
Occasional Calcareous Deposits
SP
5
AS
11.4
15.0 84.4
15
Bottom of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES calibrated Hard Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
I rerracaumn
BORING STARTED 12-9-91
WL
Q None WD or WS
Y None AB
BORING COMPLETED 12-9-91
WL
RIG CME-55
jFoREMAN AML
WL
APPROVED LLL
JOB # 229150 55
Ah
LOG OF BORING NO. B-11
Page I of I
OWNER
ARCHITECT/ENGINEER
Church of.Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES
TESTS
F-
`
F
O
p
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F
m
a
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FO+
DESCRIPTION
N
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Surface Elev.: 98.5 ft.
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0.4 4" Topsoil 98.1
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SILTY LEAN CLAY WITH
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10"
20
13.5
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Very Stiff
5.0 With Calcareous Deposits 93 5
5
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SM
2
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13.2
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- Light Brown
*5000
SP
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10"
17
18.1
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SM
PA
With Calcareous Deposits
10
SILTY FINE TO COARSE
_
SAIlLI2
Red rown
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SP
4
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12"
23
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Med Dense
1
Occasional Clayey Zones
SP
5
AS
9.8
15.0 83.5
15
Bottom of Boring
I
Li
I
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hard Penetrometer*
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Nerracon
BORING STARTED 12-9-91
II None WD or WSJ!
None AB
BORING COMPLETED 12-9-91
LWL
WL
RIG CME-55
FOREMAN AML
WL
APPROVED LLL
ljoB# 12915055
r1
Ah
LOG OF BORING NO. B-12 Page 1 of 1
OWNER
ARCHITECT/ENGINEER
Church of Jesus Christ of the Latter Day Saints
Glaser Associates Architects
SITE Harmony Road & Regency Drive
PROJECT
Fort Collins, Colorado
Proposed LDS Church
SAMPLES
TESTS
LL
.
M
W
O
J
F
J
m
DESCRIPTION
"
N
W
Z
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UCa
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N
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Surface Elev.: 98.3 ft.
o
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r_
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3 a IL
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0.5 5" Topsoil 97.8
PA
SILTY LEAN CLAY WITH
SANDCL
*8000
1
SS
1 10"
21
13.2
Brown
PA
Very Stiff
5.0 With Calcareous Deposits 93.3
5
*7000
SM
2
SS
8"
13
9.4
SM
3
SS
3"
28
6.3
SILTY FINE SAND
PA
Light Brown
Medium Dense
10
With Calcareous Deposits
12.0 86.3_
SP
4
SS
I 10"
20
5.5
SILTY FINE TO COARSE
SAND
PA
Red Brown
IS
Medium Dense
Occasional Clayey Zones Y
SP
5
SS
12"
23
16.5
-
PA
20
>'>
22.0 76.3
CL
6
SS
10"
38
14.1
CH
PA
LEAN TO FAT CLAY
Gray Brown
Very Stiff
25
CL
7
SS
12"
30
19.4
28.5 69.8
CH
Bottom -of Boring
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES Calibrated Hand Penetrometer'
BETWEEN SOIL AND ROCK TYPES: IN -SITU, THE TRANSITION HAY BE GRADUAL.
WATER LEVEL OBSERVATIONS
Irerracon
BORING STARTED 12-9-91
BORING COMPLETED 12-9-91
WL
.Q 17.0' WD or WS
Y 17.0' AB
RIG CME-55
lFoREMAN AML
WL
APPROVED LLL
JOB # 12915055
WL
W
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CONFINING PRESSURE
(Tons per square foot)
Boring No. 6-3
Sample Nat
Depth 1 1
or Elev.—
Description
Sample Diameter
2.50 in.
Liquid Limit
39 %°
Sample Height
0 75 in.
21
Initial Water
I
Plastic Limit
Initial Dry Density
106 pcf
Plasticity Index
18
project Proposed LDS Church - Regency Rd & Harmony Rd.
Fort Collins Colorado
Job Na
12915055 Dale December 1991
-
Swell Pressure
Water Content After Test
Swell
.O
N_L_pst
20.6 %
0 %
Fonn 121
1Terracon
UNIFIED SOIL CLASSIFICATION SYSTEM
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests
Coarse -Grained Soils
More than.509/6 retained on
No. 200 sieve
Fine -Grained Soils
50%n or more passes the
No. 200 sieve
Gravels
More than 50% of coarse
fraction retained on
No. 4 sieve
Sands
50% or more of coarse
fraction passes
No. 4 sieve
Silts and Clays
Liquid limit less than 50
Soil Classification
Group Name"
Clean Gravels
Cu a 4 and 1 s Cc s 3E
GW
Well -graded gravelF
Less than 5% finesc
---
Cu < 4 and/or 1 > Cc > 3E
GP
Poorly graded gravel°
Fines classify as ML or MH
GM
Silty gravel -
Gravels with Fines
More than 12% finesc
Fines classify as CL or CH
GC
Clayey gravelF• G. H
Clean Sands
Cu a 6 and 1 s Cc s 3E
SW
Well -graded sand'
Less than 5% fines
--
Cu < 6 andior 1> Cc > 3E
SO
Poorly graded sand'
Fines classify as ML or MH
SM
Silty sandG• "•l
Sands with Fines.
More than 12% fines[)
Fines classify as CL or CH
SC
Clayey sand 6, N•'
Inorganic
PI > 7 and plots on or above "A•' line'
CL
Lean. day K,.L, M —
PI < 4 or plots below "A" line
ML
SiltK, L, M
Liquid limit — oven dried
Organic CIayK, L. M; N
organic
.— < 0.75
OL
--
Liquid limit — not dried
Organic siltK, L. M, o
Silts and Clays inorganic PI plots on or above "A" line
CH Fat clayK L M
Liquid limit 50 or more
PI plots below "A" line
MH Elastic siltK, L, M
Liquid limit — oven dried
Organic clayK, L,. M. P
organic --- < 0.75
Li uid limit — not dried
OH —
Organic silty L M, 11
q _ Hiahly orqanic soils Primarily organic. matter, dark in color, and organic odor PT Peat.. I
Based on the material passing the 3-In.
(75-mm) sieve.
"If field sample contained cobbles or
boulders, or both, add "with cobbles or
boulders, or both" to group name.
CGravels with 5 to 12% fines require dual
Symbols:
GW-GM well -graded gravel with silt
GW-GC well -graded gravel with clay
GP -GM poorly graded gravel with silt
GP -GC poorly graded gravel with clay
°Sands with 5 to 12% fines require dual
Symbols:
SW-SM well -graded sand with silt
SW -SC well -graded sand with clay
SP-SM poorly graded sand with silt
SPSC poorly graded sand with clay
60
50
EL
X 40
W
0
Z_
} 30
f-
U
Q 20
J
a
10
7
4
0
0 10 16 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT (LL)
ECu = D6WD10 Cc = (1330)z
Div x D60
Flf soil contains >_ 15% sand, add "with sand" to
group name.
GI fines classify as CL-ML, use dual symbol GC -
GM, or SC-SM.
Nlf fines are organic, add "with organic fines" to
group name.
'if soil contains z 15% gravel, add "with gravel" to
group name.
'If Atterberg limits plot in shaded area, soil is a CL-
ML, silty clay.
Klf soil contains 15 to 29% plus No. 200, add
"with sand" or "with gravel", whichever is
predominant.
LIf soil contains >_ 30%, plus. No. 200
predominantly sand, add "sandy" to. group
name.
"if soil contains >_ 30% plus No. 200,
predominantly gravel, add "gravelly" to group
name.
NPI >_ 4 and plots on or above "A" line.
GPI < 4 or plots below "A" line.
PPI plots on or above "A" line.
GPI plots below "A" line.
For classification of fine-grained soils
and fine-grained fraction of coarse•
grained soils
Equation of "A"- line
N
Horizontal at PI = 4 to LL = 25.5.
then PI = 0.73 (LL - 20)
°\ j Q,<\
.•P
Equation of "U" - line
Vertical at LL = 16 to PI = 7, ,
CJ�
then PI = 0.9 (LL - 8)
MH OR OH
ZI/
&
— r
-
CL--ML
MLOROL
Form
SUBSURFACE EXPLORATION REPORT
PROPOSED CHURCH OF JESUS CHRIST OF LATTER DAY SAINTS
REGENCY ROAD AND HARMONY DRIVE
FORT COLLINSj COLORADO
Job No: 12915055
Date: December 18, 1991
INTRODUCTION
Terracon
The subsurface exploration for the proposed building for the Church
of Jesus Christ of Latter Day Saints at Regency Road and Harmony
Drive in Fort Collins has been completed. Five soil borings
extending to depths of approximately 15 to 28 feet below existing
site grades were advanced in the proposed vicinity of the building
and 7 additional borings extending to depths of approximately 5
feet below present site grades were advanced in drive and parking
areas. Individual boring logs and a diagram showing the
approximate boring locations are included with this report.
We understand the new church facility will be constructed north of.
Harmony Road and east of Regency brive in Fort Collins. The new
facility will be a single -story, slab -on -grade (non -basement)
structure. Foundation loads for the new church will be light to
moderate with continuous wall loads less than 5 kips per lineal
foot and column loads less than 70 kips. Floor loads will be
light, less than 100 psf. Paved drive and parking areas will be
constructed along with the new building. We understand up to 4
feet of new fill may be required in the building area to develop
site grades.
The purpose of this report is to describe the subsurface conditions
encountered in the borings, analyze and evaluate the test data and
provide geotechnical recommendations concerning design and
construction of foundations and support of floor slabs and
pavements.
Terracon
Job No. 12915055
December 18, 1991
Page 2
EXPLORATION AND TESTING PROCEDURES
The boring locations were selected and located in the field by
Terracon Consultants personnel. Field locations were established
by pacing and estimating angles from the references shown on the
attached boring location diagram. Surface elevations at the boring
locations were determined by Terracon personnel using differential
leveling techniques. The tie down bolt (identified with a chisled
"X") on the electrical transformer near the east property line of
the site was used as the reference benchmark with an assumed
elevation of 100.0 feet. The locations and elevations of the
borings should be considered accurate only to the degree implied by
the methods used to make these measurements.
The borings were performed using a truck -mounted, rotary type drill
rig equipped with a hydraulic head employed in drilling and
sampling operations. The boreholes were advanced using continuous
flight augers and samples of the subsurface materials encountered
were obtained using thin -walled tube and split -barrel sampling
procedures in general accordance with ASTM Specifications D-1587
and D-1586, respectively. In the thin -walled tube sampling
procedure, a thin -walled seamless steel tube with a sharpened
cutting edge is pushed into the ground with hydraulic pressure to
obtain a relatively undisturbed sample of cohesive or moderately
cohesive material. In the split -barrel sampling procedure, a
standard 2-inch O.D. split -barrel sampler is driven into the ground
by means of a 140-pound hammer falling a distance of 30 inches.
The number of blows required to advance the split -barrel sampler is
recorded and is used to estimate the in -situ relative density of
cohesionless soils and, to a lesser degree of accuracy, the
consistency of cohesive soils. All samples obtained in the field
were sealed and returned to the laboratory for further examination,
classification and testing.
' Job No. 12915055 Terracon
December 18, 1991
' Page 3
' Moisture content tests were performed on all samples returned to
the laboratory. In addition, calibrated hand penetrometer tests
were performed on cohesive soil samples and dry density and
unconfined compressive strength tests were performed on
representative portions of the thin -walled tube samples, where
possible. The calibrated hand penetrometer provides an
approximation of the unconfined compressive strength of a cohesive
or moderately cohesive material by measuring the sample's
resistance to penetration of a small, spring calibrated cylinder.
Results of the above -outlined tests are shown on the attached
boring logs.
Atterberg limits and one swell/consolidation test were performed on
selected subgrade samples. The Atterberg limits and
swell/consolidation tests were performed to evaluate the soil's
tendency to change volume with variation in moisture content. In
addition, a washed sieve analysis test was performed to evaluate
the percent of fines (material passing a No. 200 sieve) in the
subgrade soils. Results of those tests are shown on the attached
1 summary sheets.
one Hveem stabilometer R-value was also performed on a selected
sample. The R-value test provides information relative to the
remolded strength of the subgrade materials and those test results
are used in design of pavement sections. Results of the R-value
' test are shown on the attached summary sheet and those results are
discussed in a later section of this report.
Topsoil at the site was also tested for pH and nutrient levels.
Results of that testing and recommendations concerning the
additions of nutrients for landscape purposes will be forwarded in
a separate report.
1
II
Job No. 12915055 Terracon
December 18, 1991
' Page 4
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 estimate group
symbol for the Unified Soil Classification System is shown in the
' appropriate column on the boring logs and a brief description of
that classification system is included with this report.
SITE AND SUBSURFACE CONDITIONS
The proposed church site is located north of Harmony Road and east
of Regency Drive in Fort Collins. The site is presently an
undeveloped grass field. Surface drainage is towards the south and
east with a maximum difference in surface elevations across the
site on the order of 2 feet. Evidence of prior building
construction was not observed at the site by our drill crew.
Field logs of the materials encountered during drilling were
prepared by the drill crew. Those logs contain descriptions of the
subsurface materials encountered based on visual and tactual
observation of the recovered samples and auger cuttings. The final
logs included with this report may contain modifications to the
field logs based on results of laboratory testing and engineering
evaluation. Based on results of the field borings, subsurface
conditions can be generalized as follows.
Three to five inches of vegetation and/or topsoil was encountered
at the surface at the boring locations. The topsoil and/or
vegetation was underlain by lean clay with varying amounts of sand
and/or silt. The lean clay cohesive soils extended to depths
ranging from approximate 5 to 7 feet below surface in the building
area and to the bottom of many of the parking lot borings at depths
of approximately 5 feet. The lean clay was underlain by silty
Terracon
Job No. 12915055
December 18, 1991
Page 5
granular soils containing varying amounts of gravel. Those
granular materials were colored light brown and reddish brown and
were medium dense. Occasional clayey zones were observed in the
granular materials. Those materials extended to the bottom of the
borings except for boring B-12. At that location, the silty sand
was underlain by very stiff, lean to fat clay which extended to the
bottom of the boring at a depth of approximately 28 feet. The lean
to fat clay was colored brown.
The stratification boundaries shown on the boring logs represent
the approximate location of changes in soil types; in -situ, the
transition of materials may be gradual and indistinct.
WATER LEVEL OBSERVATIONS
Observations were made while drilling and after completion of the
borings to detect the presence and level of free water. Free water
was observed only in boring B-12 (at a depth of approximately 17
feet) as the borings were being advanced. Immediately after
completion of that boring, free water was again observed in the
borehole at a depth of approximately 17 feet. The silty granular
soils and cohesive materials observed in the borings have low
permeability so that longer term observations would be required to
' more accurately evaluate groundwater conditions. Zones of perched
and/or trapped water may occur in the overburden soils at times
throughout the year depending on variations in hydrologic
conditions and other conditions not apparent at the time of this
report. Installation of piezometers and/or monitoring wells which
are sealed from the influence of surface water would be required to
further evaluate groundwater conditions.
Terracon
Job No. 12915055
December 18, 1991
Page 6
ANALYSIS AND RECOMENDATIONS
Foundations
Based on the materials observed at the boring locations, it is our
opinion that footing foundations bearing on the natural site soils
could be used for support of the proposed building. We recommend
those footing foundations extend through all existing vegetation
and/or topsoil and bear in the natural, very stiff lean clay with
varying amounts of sand or underlying natural, medium dense silty
sand with varying amounts of gravel. For design of footing
foundations bearing on the natural, very stiff cohesive soils or
natural, medium dense granular soils, we recommend using a net
allowable total load soil bearing pressure not to exceed 3,000 psf.
The net bearing pressure refers to the pressure at foundation
bearing level in excess of the minimum surrounding overburden
pressure.
With approximately 4 feet of fill being placed in the building area
to develop site grades, it may be desirable to support footing
foundations directly on the newly placed and compacted fill. We
recommend at least 1 foot of new fill be present beneath the
footing foundations or that the foundations be extended to bear on
the underlying natural soils. Fill required to develop foundation
bearing levels should consist of approved, low -volume change
material, free from organic matter and debris. Normally, soils
with a plasticity index of 18 percent or less and containing a
minimum of 15 percent fines could be used for low -volume change
fill. We recommend those soils be placed in loose lifts not to
exceed 9 inches thick, adjusted in moisture content and compacted
to at least 100 percent of the material's maximum dry density as
determined in accordance with ASTM Specification D-698, the
standard Proctor procedure. The moisture content of the fill soils
' Job No. 12915055 Terracon
December 18, 1991
' Page 7
' should be adjusted to within the range of minus 2 to plus 2 percent
of standard Proctor optimum moisture. Footing foundations bearing
on properly placed and compacted fill as outlined above could be
designed for a net allowable total load soil bearing pressure not
to exceed 3,000 psf.
Exterior foundations and foundations in unheated areas should be
located at least 30 inches below adjacent exterior grade to provide
frost protection. We recommend formed continuous footings have a
minimum width of 16 inches and isolated column foundations a
minimum width of 30 inches. The suitability of trenched
foundations will depend largely upon the fill materials used in the
building area. If used, we recommend trenched foundations have a
minimum width of 12 inches.
No unusual problems are anticipated in completing the excavations
required for the construction of footing foundations. Prior to
placement of fill in the building area, all existing vegetation
and/or topsoil should be removed. In addition, care should be
taken to minimize moisture fluctuations in the bearing soils.
Loosened or disturbed materials or extremely wet or dry materials
should be removed from the foundation excavations prior to
placement of reinforcing steel and foundation concrete.
We estimate the long-term settlement of footing foundations
designed and constructed as recommended above would be small, less
than 3/4-inch.
Floor Slab and Pavement Subarades
All existing vegetation and/or topsoil should be removed from the
floor and pavement areas. After stripping and completing all cuts
and prior to placement of any fill, floor slabs or pavements, we