HomeMy WebLinkAboutPINNACLE TOWNHOMES - PDP - 34-00A - SUBMITTAL DOCUMENTS - ROUND 2 - GEOTECHNICAL (SOILS) REPORTTA
RECOMMENDED PREEVEiJTATIVE MAiNTENANCE POLICY
FOR JOINTED CONCRETE PAVEMENTS
Distress
Type
Distress
Severn
Recommended Maintenance
( Distress I
l Type
Distress I
Severity
Recommended Maintenance
Blow-up
low
None
Polished
Aggregate
No Seventy
Levels
Defined
Groove Surface
or
Cver'ay
Medium
Fuli-0epth Concrete PatcIV
Stab Replacement
High
Comer
Break
Low
Seal Cracks
Popouts.
No Severity
Levels
None
Defined
Medium
Full -Depth Concrete Patch
High
Divided
Slab
Low
Seal Cracks
Pumping
No Severity
Levels
Defined
Underseal,
Seal cracksljoints
and
Restore
Load Transfer
Medium
Slab Replacement
High
Durability
Cracking
Low
None
Punchout
Low
Seal Cracks
Medium
Full -Depth Patch
Medium
-till Concrete Patch
High
Slab Replacement
High
Faulting
Law
None
Railroad
Crossing
Low
No Polity for this
Project
Medium
Grind
Medium
High
High
_
Joint
Seal
Low
None
Scaling
Map Cracking
Law
None I
Crazing
Medium
Reseal Joints
Medium
Slab Replacement,
Full -depth Patch,
or Overlay
High
High
Lane/Shoulder
Drop-off
Low
Regrade and Fill Shoulders
to Match Lane Height
Shrinkage
Cracks -
No Severity
Levels
Defined
None
Medium
High
Linear Cracking
Longitudinal,
Transverse and
Low
Clean & Seal all Cracks
t pallin g
Comer
Low
None
Diagonal
Cracks
Medium
Medium
Partial-0epth
Concrete Patch
High
Full -Depth Patch
High
Large Patching
and
utility Cuts
Low
None
Spalling
(Joint)
Low
None
Medium
Seal Cracks or Replace Patch
Medium
Partial -Depth Patch
High
High
Reconstrct Joint
Small
Patching
Low
None
Medium
Replace Patch
High
lrerracon
TABLE D1
RECOMMENDED PREVENTATWE MAINTENANCE POLICY
FOR ASPHALT CONCRETE PAVWENTS
Distress
Distress
I
Recommended Maintenance
Distress
Distress
Reccmmendr_d Maintenance
Type
Severity
Type
Severity
Alligator
Low
None
Patching &
Low
None
Cracking
Utility Cut
Patching
Medium
Full -Depth Asphalt Concrete
Patch
Medium
Full -Depth Asphalt Concrete
Patch
High
High
Bleeding
Low
None
Polished
Low
None
Aggregate
Medium
Surface Sanding
Medium
High
Shallow AC Patch
High
Fog Seal
Block
Low
None
Potholes
Low
Shallow AC Patch
Cracking
Medium
Clean & Seal All Cracks
Medium
Full -Depth Asphalt Concrete
Patch
High
High
Bumps &
Sags
Low
None
Railroad
Crossing
Low
T Policy for
This Project
Medium
Shallow AC Patch
Medium
High
Full -Depth Patch
High
Corrugation
Low
None
Rutting
Low
None
Medium
Full -Depth Asphalt Concrete
Medium
Shallow AC Patch
Patch
High
High
Full -Depth Patch
Depression
Low
None
Shoving
Low
None
Medium
Shallow AC Patch
Medium
Mill & Shallow AC Patch
High
Full -Depth Patch
High
Edge
Low
None
Slippage
Low
None
Cracking
Cracking
1.1edium
Seal Cracks
Medium
Shallow Asphalt Concrete
Patch
High
Full -Depth Patch
High
Joint
Reflection
Low
Clean & Seal All Cracks
Swell
Low
None
Medium
Medium
Shallow AC Patch
High
Shallow AC Patch
High
Full -Depth Patch
Lane/Shoulder
Drop -Off
Low
one
Weathering Low
8 Ravelling
Fog Seal
h1 edium
Regrade Shoulder
Medium
High
High
Longitudinal &
Low
Nora
Transverse
Cracking
Medium
Clean & Seal All Cracks
High
1rr�rr�rnn
----- - ---- - .
UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
Criteria
for Assigning Group Symbols and Group Names
Using Laboratory Taste
Group
Symbol
Group Name s
Coarse -Grained
Soils more than
Gravels more than
50% of coarse
Clean Gravels Less
than 506 finest
Cu > 4 and 1 < Cc <3'
G:"!
Well -graded gravel'.
50% retained an
fraction retained on
No. 200 sieve
No. 4 sieve
Cu < 4 and/or 1 > Cc > 3`
GP
Poorly graded gravel`
Gravels with Fines
more than 12% finest
Fines classify as ML or MH
G1%1
Silty gravel,G,H
Fines classify as CL or CH
GC
Clayey gravelF•G•"
Sands 50% or more
Clean Sands Les;
Cu > 6 and 1 < Cc < 3'
SW
Well -graded sand'
of coarse fraction
than 5% fines'
passes No. 4 sieve
Cu < 6 and/or 1 > Cc > 3'
SP
Poorly graded sand'
Sands with Fines
Fines classify as ML or MH
SM
Silty sand"-'`'
•
more than 12% fines°
Fines Classify as CL or CH
SC
Clayey sandG•'u
Fine -Grained Soils
Silts and Clays
inorganic
PI > 7 and plots on or above "A line'
CL
Lean clay'•`•"'
50% or more
Liquid limit less
passes the
than 50
PI < 4 or plots below "A" line'
NIL
Silt'LL•M
No. 200 sieve
'
organic
Liquid limit -oven dried
Organic clay"-`-"
< 0.75
OL
-
Liquid limit - not dried
Organic silt`-L•M•o
Silts and Clays
inorganic
PI plots on or above "A" line
CH
Fat clay"•LM
Liquid limit 50
or more
PI lots below "A" line
MH
Elastic Silt%•LM
organic
Liquid limit - oven dried
Organic clayKL"'•'
-
< 0.75
OH
Liquid limit - not dried
Organic silt'LL•'"•O
Highly organic soils Primarily organic matter, dark In color, and organic odor
PT Peat
ABased on the material passing. the 3-in...
'
!`If soil contains 15 to 29% plus No. 200, add
(75-mm) sieve -
'If
SCu=D`0 /D10 Cc = (D30) _
"with sand" or "with gravel", whichever 1s '
field sample contained cobbles or
D10 x D,0
predominant.
boulders, or both, add :with cobbles.or.
AIt soil contains > 30% plus No. 200
boulders, or. both" to group name.
predominantly sand, add "sandy" to group
'Gravels with 5 to"I2% fines require dual;
.r-'If soil contains >-15% sandy"add ."with ' , _.-
: - name. .
symbols:
sand' to group name.
'"If soil contains > 30% plus No. 200,
GW-GM well -graded gravel with silt
Olt fines classify as CL-ML, use dual symbol
predominantly gravel, add "gravelly' to group
GW-GC well -graded gravel with clay
GC -GM, or SC-SM.
name.
GP -GM poorly graded gravel with silt
"If fines are organic, add "with organic fines"
"PI > 4 and plots on or above "A" line.
GP -GC poorly graded gravel with clay
to group name.
GPI < 4 or plots below "A" line.
"Sands with 5 to 12% fines require dual
'If soil contains > 15% gravel, add "with
'PI plots on or above "A" line.
symbols:
gravel" to group name.
'PI plots below "A" line.
SW-SM well -graded sand with silt
'If Atterberg limits plot in shaded area, soil is
SW -SC well -graded sand with clay
a CL-ML, silty clay.
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
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LIQUID LIMIT (LL)
lrerraconj
a
REPORT TERMINOLOGY
(Eased on ASTM D653)
Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of
moisture.
Finished Grade
The final grade created as a part of the project.
Footing
A portion of the foundation of a structure that transmits loads directly to the
soil.
Foundation
The lower part of a structure that transmits the loads to the soil or bedrock.
Frost Depth
The depth of which the ground becomes frozen during thew inter season.
Grade Beam
A foundation element or wall, typically constructed of reinforced concrete,
used to span between other foundation elements such as drilled piers.
Groundwater
Subsurface water found in the zone of saturation of soils, or within fractures in
bedrock.
Heave
Upward movement.
Lithologic
The characteristics which describe the composition and texture of soil and
rock by observation.
Native Grade
The naturally occuring ground surface.
Native Soil
Naturally occurring on -site soil, sometimes referred to as natural soil.
)ptimum Moisture
Thewater,content;at which a soil :can.be compacted to a maximum dry unit
Content
weight by;:a:giv.en.:.compact ive.effort::,
Perched Water
Groundwater, usually of limited area maintained above a normal water.
elevation by the presence of an intervening relatively impervious continuing
stratum.
Scarify
To mechanically loosen soil or break down existing soil structure.
Settlement
Downward movement.
Skin Friction (Side
The frictional resistance developed between soil and an element of structure
Shear)
such as a drilled pier or shaft. .
Soil (earth)
Sediments or other unconsolidated accumulations of solid particles produced
by the physical and chemical disintegration of rocks, and which may or may .
not contain organic matter.
Strain
The change in length per unit of length in a given direction.
Stress
The force per unit area acting within a soil mass.
Strip
To remove from present location.
Subbase
A layer of specified material in a pavement system between the subgrade and
base course.
Subgrade
The soil prepared and compacted to support a structure, slab or pavement
system.
Irerracon
REPORT TERMINOLOGY
(Based on ASTM D653)
Allowable Soil
The recommended maximum contact -stress developed at the interface of the
Bearing Capacity
foundation element and the supporting material.
Alluvium
Soil, the constituents of which have been transported in suspension by flowing
water and subsequently deposited by sedimentation.
Aggregate Base
A layer of specified material placed on a subgrade or subbase usually beneath
Course
slabs or pavements.
Backfill
A specified material placed and compacted in a confined area.
Bedrock
A natural aggregate of mineral grains connected by strong and permanent
-
cohesive forces. Usually requires drilling, wedging, blasting or other methods of -
extraordinary force for excavation.
Bench
A horizontal surface in a sloped deposit.
Caisson (Drilled pier
A concrete foundation element cast in a circular excavation which may have an
or Shaft)
enlarged base. Sometimes referred to as a cast -in -place pier or drilled shaft.
Coefficient of
A constant proportionality factor relating normal stress and the corresponding
Friction
shear stress at which sliding starts between the two surfaces.
Col/uvium
Soil, the constituents of which have been deposited chiefly by gravity such as
at the foot of a slope or cliff.
Compaction
The densification.:of.a soil:by means:of_ mechanical manipulation.
Concrete Slab -on-
A concrete surface layercast:,directly upon a base, subbase or subgrade, and
Grade
typically used as a floor system.
Differential:
Unequal settlement or heave.between, or within foundation elements of a
Movement
structure.
Earth Pressure
The pressure or force exerted by soil on any boundary such as a foundation
wall.
ESAL
Equivalent Single Axle Load, a criteria used to convert traffic to a uniform
standard, (18,000 pound axle loads)..
Engineered Fill
Specified material placed and compacted to specified density and/or moisture
conditions under observations of a representative of a geotechnical engineer.
Equivalent Fluid
A hypothetical fluid having a unit weight such that it will produce a pressure
against a lateral support presumed to be equivalent to that produced by the
actual soil. This simplified approach is valid only when deformation conditions
are such that the pressure increases linearly with depth and the wall friction is
neglected.
Existing Fill (or
Materials deposited through the action of man prior to exploration of the site.
man-made fill)
Existing Grade
The ground surface at the time of field exploration.
lferracon J
LABORATORY TESTS
SIGNIFICANCE AND PURPOSE
TEST
I SIGNIFICANCE
PURPOSE
California
Used to evaluate the potential strength of subgrade soil,
Pavement
Bearing
subbase, and base course material, including recycled
Thickness
Ratio
materials for use in road and airfield pavements.
Design
Consolidation
Used to develop an estimate of both the rate and amount of I
Foundation
both differential and total settlement of a structure.
Design
Direct
Used to determine the consolidated drained shear strength of
Bearing Capacity,
Shear
soil or rock.
Foundation Design &
Slope Stabilitv
Dry
Density
Used to determine the in -place density of natural, inorganic,
fine-grained soils.
Index Property
Soil Behavior
Expansion
Used to measure the expansive potential of fine-grained. soil
and to provide a basis for swell potential classification.
Foundation & Slab
Design
Gradation
Used for the quantitative determination of the distribution of
particle sizes in soil.
Soil
Classification -
Liquid &
Plastic limit,
Plasticity
Used as an integral part of engineering classification systems
to characterize the fine-grained fraction of. soils, and to
specify the fihe-.grained,fraction:of.construction materials.
Soil
Classification
Index
Permeability
Used to determine the capacity of soil or rock to conduct a
liquid or gas.
Groundwater.
Flow Analysis
pH
Used to determine the degree of acidity or alkalinity of a soil.
Corrosion
Potential
Resistivity
Used to indicate the relative ability of a soil medium to carry
osion
Potent
electrical currents.
al
R-Value
Used to evaluate the potential strength of subgrade soil,
Pavement
subbase, and base course material, including recycled
Thickness
materials for use in road and airfield pavements.
Design
Soluble
Used to determine the quantitative amount of soluble
Corrosion
Sulphate
sulfates within a soil mass.
Potential
Unconfined
To obtain the approximate compressive strength of soils that
Bearing Capacity
Compression
possess sufficient cohesion to permit testing in the
Analysis
unconfined state.
for
Foundations
Water
Used to determine the quantitative amount of water in a soil I
Index Property
Soil Behavior
Content
mass.
.lferracon
r
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
R : Ring Barrell - 2.42" I.D., 3" O.D., unless otherwise noted
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
DS : Diamond Bit = 4", N, B
BS : Bulk Sample
AS : Auger Sample
PM : Pressure Meter
HS : Hollow Stem Auger
DC : Dutch Cone
WB : Wash Bore
Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. 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
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 indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of
groundwater levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION:
Soil Classification is based on the Unified Soil Classification system and the 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 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 ISM).
CONSISTENCY OF FINE-GRAINED SOILS:
Unconfined Compressive
Strength, Ou, 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 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-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
GRAIN SIZE TERMINOLOGY
Major Component
of Sample
Size Range
Boulders
Over 12 in. (300mm)
Cobbles
12 in. to 3 in.
(300mm to 75mm)
Gravel
3 in. to #4 sieve
(75mm to 4.75mm)
Sand
n4 to #200 sieve
(4.75mmto 0.075mm)
Silt or Clay
Passing #200 Sieve
-
(0.075mm)
lferracon J
M1
r
r
2
n
O
z
N
O
a
4
z
6
8
10
0.1
APPLIED PRESSURE, TSF
10
Specimen Identification
Classification
Yd, pcf
WC,%
•
5 3.Oft
SILTY CLAYEY SAND
107
17
Notes:
CONSOLIDATION TEST
Project: Pinnacle Townhomes
Irerracon Site: SW of Prospect and Lemay Fort Collins, Colorado
Job #: 20015202
Date: 10-10-01
0.80
0.78
0.76
0.74
0.72
0
� 0.70
0
0
0.68
.
0.66
0.64
0.62
0.60
0.1 1 10
PRESSURE, psf
0
3
0
Specimen Identification
Classification
pcf
WC%
r
u
4
6
8
1
1
APPLIED PRESSURE, TSF
Specimen Identification
Classification
Yd, pcf
WC,%
1*1
3 3.Oft
SANDY LEAN CLAY
95
24
Notes:
CONSOLIDATION TEST
Project: Pinnacle Townhomes
Irerraccin Site: SW of Prospect and Lemay Fort Collins, Colorado
Job #: 20015202
Date: 10-10-01
E
PRESSURE, psf
Specimen Identification
Classification
Yd, pcf
WC%
1*1
1 3.Oft
SILTY CLAYEY SAND
115
12
Notes:
CONSOLIDATION TEST
Project: Pinnacle Townhomes
Irerracon Site: SW of Prospect and Lemay Fort Collins, Colorado
Job #: 20015202
Date: 10-10-01
r
r
10
APPLIED PRESSURE, TSF
Specimen Identification
Classification
Yd, pcf
WC%
•
1 3.Oft
SILTY CLAYEY SAND
115
12
Notes:
CONSOLIDATION TEST
Project: Pinnacle Townhomes
Irerracon Site: SW of Prospect and Lemay Fort Collins, Colorado
Job #: 20015202
Date: 10-10-01
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EL
SAND
COBBLES
SILT OR CLAY
fine
coarse medium
fine
Specimen Idenbification
Specimen Identification
M.-
VW "141
rerrac'on
off
coarse
U.S. SIEVE OPENING IN INCHES
ULS.'SIEVE NUMBERS
HYDROMETER
txlo,
.5x10'
9x1o'
t_k10
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6 ° 3 6iu 14 io 20 eu 40 cu 60 wu
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GRAIN SIZE IN MILLIMETERS
COBBLES
GRAVEL
SAND
SILT OR CLAY
coarse
fine
coarse
medium
fine
Specimen Identification
Classification
LL I
PL I
PI
Cc I
Cu
•
1
4.Oft
LEAN CLAY with SAND(CL)
43
17
26
y
1
9.Oft
SILTY SAND with GRAVEL
♦
2
3.Oft
SANDY LEAN CLAY(CL)
37
15
22
*
3
9.0ft
SILTY SAND with GRAVEL
S O
4
3.Oft
SANDY LEAN CLAY(CL)
46
18
28
g Specimen Identification
D100
D60
D30
D10
%Gravel
%Sand
%Silt
%Clay
8 •
1
4.Oft
4.75
0.0
22.0
78.0
u x
1
9.Oft
19
1.459
0.286
13.0
72.0
15.0
r ♦
2
3.Oft
4.75
0.15
0.0
48.0
52.0
*
3
9.Oft
19 I
2.352
0.376
27.0
58.3
14.7
N O
4
3.0ft
4.75 I
0.0
36.0
64.0
R
GRAIN SIZE
DISTRIBUTION
Project: Pinnacle Townhomes
N
Irerraccin
Site: SW of Prospect and Lemay Fort
Collins,
Colorado
Job #: 20015202
Date: 10-10-01
LOG OF WELL NO. 5
Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
Pinnacle Fort Collins, LLC
SITE SW of Prospect and Lemay
PROJECT
Fort Collins, Colorado
Pinnacle Townhomes
SAMPLES
TESTS
WELL
Oo
DESCRIPTION
DETAIL
m
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F
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to
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TOP
OF CASING: 4955.1 ft
a
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(9 GROUND
SURFACE ELEV.: 4951.7 ft
o
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o 0.
_., a o
^. 0.5
6" TOPSOIL 4951
47/31/53
SANDY LEAN CLAY trace GRAVEL
1
SS
12
10
12.6
Tan, brown, dry to moist, stiff to very stiff
3
4948.5
SILTY CLAYEY SAND trace GRAVEL
2
ST
12
19.7
99
14.5
Tan, brown, dry to moist, mediium dense to
3
SS
12
4
10.4
loose 4947
-'•
5
SILTY SAND with GRAVEL
Tan, brown, moist to wet, medium dense
4
SS
12
1 19
12.2
10 4941.5
.' ;
10
WEATHERED SILTSTONE/SANDSTONE
Tan, brown, moist, poorly cemented
SWELL =
5
SS
12
45
21.5
15 4936.5
; .
15
175 psf
SILTSTONE/SANDSTONE
Tan, gray, moist, cemented to well
cemented
19.5 4932
6
SS
6
15010.5116.7
BOTTOM OF BORING
5
u
Z
0
U
a
C
w The stratification lines represent the approximate boundary lines
behreen soil and rock types: in -situ, the transition may be gradual.
0
WATER LEVEL OBSERVATIONS, ft
BORING STARTED 9-25-01
5.0 EDIT
5.1 AB
OBING CO ME 5-01
DFOREMAN 9 2ARS
Irerracon
75
WL
RIG
WL
Water Checked 9/26/01
APPROVED DAR
JOB # 20015202
LOG OF WELL NO. 4
page 1 of 1
CLIENT
ARCHITECT / ENGINEER
Pinnacle Fort Collins, LLC
SITE SW of Prospect and Lemay
PROJECT
Fort Collins, Colorado
Pinnacle Townhomes
SAMPLES
TESTS
WELL
0
DESCRIPTION
DETAIL
JO
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TOP OF CASING: 4956.9 ft
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GROUND SURFACE ELEV.: - 4954.0 ft
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SANDY LEAN CLAY trace GRAVEL
1
SS
12
10
15.2
Tan, brown, dry to moist, stiff to very stiff
46/28/64
2
ST
12
25.4
93
4 asso
SILTY CLAYEY SAND trace GRAVEL
3
SS
12
4
21.3
5 Tan, brown, dry to moist, mediium dense to 4949'.;"
loose
5
SILTY SAND with GRAVEL
Tan, brown, moist to wet, medium dense Y
11110
4
SS
12
25
21.0
4944...
" . ••
10
WEATHERED SILTSTONEJSANDSTONE
114
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4940
SILTSTONE/SANDSTONE
5
SS
12
50
20.2
:
15 Tan, gray, moist, cemented to well 4939
cemented
15
BOTTOM OF BORING
The stratification lines represent the approximate boundary lines
between soil and rock types: in -situ, the transition may be gradual.
WATER LEVEL OBSERVATIONS, ft
Irerracon
BORING STARTED
WL
SL 6.0
6.3 AB
CO ME
DFOREMAN 9-2
WL
�
7Z
BORING
75
ARS
WL
Water Checked 9/26101
APPROVED DAR
JOB # 20015202
LOG OF WELL NO. 3
Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
Pinnacle Fort Collins, LLC
SITE SW of Prospect and Lemay
PROJECT
Fort Collins, Colorado
Pinnacle Townhomes
SA+APL"ES
TESTS
WELL
c�
DESCRIPTION
DETAIL
p
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u
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OF CASING: 4956.5 ft
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�0�
(9 GROUND
SURFACE ELEV.: 4953.3 it
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. �P 0.5
6" TOPSOIL 4953
SANDY LEAN CLAY trace GRAVEL
1
SS
12
11
11.4
Tan, brawn, dry to moist, stiff to very stiff
2
ST
12
25.0
92
4
4949.5
0.0011
SILTY CLAYEY SAND trace GRAVEL
3
SS
12
4
31.4
Tan, brown, dry to moist, medium dense to
5
loose
6
4947.5
;• •.
SILTY SAND with GRAVEL SZ
Tan, brown, moist to wet, medium dense
X.
4
SS
12
22
9.7
10
12.5 4941
WEATHERED SILTSTONE/SANDSTONE
Tan, brown, gray, moist to wet, poorly
cemented
5
SS
12
34
18.9
15 4938.5
15
BOTTOM OF BORING
z
'
5
0
u
a
c
wThe stratification lines represent the approximate boundary lines
between soil and rock types: in -situ, the transition may be gradual.
a
WATER LEVEL OBSERVATIONS, ft
BORING STARTED 9-25-01
WL
6.5 WD
7.6 AB
CO
DFOREMAN 9-2ARS
3Z
Irerracon
WL
ROBING
CM -75
WL
Water Checked 9/26101
APPROVED DAR
I JOB # 20015202
LOG OF WELL NO. 2
Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
Pinnacle Fort Collins, LLC
SITE SW of Prospect and Lemay
PROJECT
Fort Collins, Colorado
Pinnacle Townhomes
SAMPLES
TESTS
WELL
cD
DESCRIPTION
DETAIL
p
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rw
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U
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TOP
OF CASING: 4957.0 it
w
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0
GROUND SURFACE ELEV.: 4953.4 It
o
z
a
U) m
U
o n
T a o
6" TOPSOIL 4953
SILTY CLAYEY SAND trace GRAVEL
1
SS
12
16
5.0
Tan, brown, dry to moist, medium dense to
loose
37/22/52
2
ST
12
13.7
105
Lenses of Sandy Lean Clay: Brown,
moist, soft
3
SS
12
4
17.5
s
8 4945.5
. • '
_
SILTY SAND with GRAVEL
Tan, brown, moist to wet, medium dense to
dense
4
1 SS
1 8
50/0.7
27.5
to
• :.
13 4940.5.
WEATHERED SILTSTONE/SANDSTONE
Tan, brown, moist to wet, poorly cemented
s
Ss
12
26
22.1
15 4938.5
15
BOTTOM OF BORING
3
z
D
e
WThe stratification lines represent the approximate boundary lines
between soil and rock types: in -situ, the transition may be gradual.
'c
R WATER LEVEL OBSERVATIONS, ft
Irerracon
BORING STARTED 9-25-17'
WL
8.0 WD
IT 7.2 AB
BORING COMPLETED9 2ARS
WL
J
Y
RIG
WL
Water Checked 9/26/01
APPROVED DAR
I JOB # 20015202
t4t
LOG OF WELL NO. 1
Page 1 of 1
CLIENT
ARCHITECT / ENGINEER
Pinnacle Fort Collins, LLC
SITE SW of Prospect and Lemay
PROJECT
Fort Collins, Colorado
Pinnacle Townhomes
SA
PLES
TESTS
WELL
0
O
DESCRIPTION
DETAIL
m
e
o
Hu
�Oo
F
f-
_
=
fn
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W
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OF CASING: 4959.1 tt
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cn
M
n
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<0
0-
a5�
0 IGROUND
SURFACE ELEV.: 4956.4 It
o
Z
x
rn ca
O
o a
7 0- o
.. '. 0.5
6" TOPSOIL 4956
SILTY CLAYEY SAND trace GRAVEL
1
SS
12
13
10.0
Tan, brown, dry to moist, medium dense to
loose
2
ST
12
20.6
105
Lenses of Sandy Lean Clay: Brown,
3
SS
12
2
29.9
moist, soft
43/26/78
5
7
YZ 4949.5
SILTY SAND with GRAVEL -
Tan, brown, moist to wet, medium dense
4
SS
12
32
8.8
10
13 4943.5
WEATHERED SILTSTONE/SANDSTONE
Tan, brown, moist to wet, poorly cemented
5
SS
12
25
19.8
15 4941.5
15
BOTTOM OF BORING
z
3
z
a
Y+ The stratification lines represent the approximate boundary lines
between soil and rock types: In -situ, the transition may be gradual.
a
WATER LEVEL OBSERVATIONS, ft
BORING STARTED 9-25-01
WL
7.0 WD
7.2 Al
CO
DFOREMAN 9-2
3Z
Irerracon
WL
ROBING
CME-75
AIRS
WL
Water Checked 9/26/01
APPROVED DAR
I JOB # 20015202
7
95)
25)
TOM: SEWER MANHOLE RIMS
LEGEND
ELEV. = 4952.95
FIGURE 3: GROUNDWATER CONTOUR MAP
PINNACLE TOILNHOMES
APPROX. TEST BORING LOCATION
SOUTP OF E. PROSPECT ROAD, NORTI-I OF SPRING CREEK
NOTE:
FORT COLLINS, COLORADO
(4956.94)
TOP OF CASING ELEVATION
(FT)
GROUNDWATER CONTOURS WERE
ESTIMATED USING THE 'SURFER'
FrejKtNe'70015702
Pejeet"�"g" DAR �n
Toren-G-a
9.3
DEPTH TO GROUNDWATER
Designed Bg, DAR c�'-'�11 u male, I'
PROGRAM FROM GOLDEN
11
(4947.641
GROUNDWATER ELEVATION
SOFTWARE BASED ON DATA
DAR 301 N. HOW06 Street Date: 9/16/01
COLLECTED FROM TB NOe. 1-5 ON
Approved ey, DAR Fort Colllna, Colorado W571 Drawn N,
,�4947--
GROUNDWATER CONTOURS
9/26/01. ACTUAL CONDITIONS MAY
SD
VARY.
F"• Name' 5202FIG3 Figtr• No. 3
LEGEND
APPROXIMATE TEST BORING LOCATION
DIAGRAM IS FOR GENERAL LOCATION ONLY,
AND IS NOT INTENDED FOR CONSTRUC71ON PURPOSES.
(VAyN
Jl�l
FIGURE 2: SITE PLAN
PINNACLE TOUNNOMES
SOUTH OF E. PROSPECT ROAD..NORTW OF SPRING CREEK
FORT COLLINS, COLORADO
Project Nngr, DAR
l re r ra c o n
301 N. Hawes Street
Fort Collins, Colorado 80521
Fo�ecl No.2CJ015?O?
Derlgned By, DAR
Scale, 1 r W,
Checked Mp DAR
Da1C. cinalo1
Approved 59, DAR
Dramn By: 5DC
Flie Name, 5202FIG2
FI[ove No. 2
0
m' m :✓ 4 SITELOCATION
'e SNlALlO\^! RD �NNIq{ .. O IVY m
a F60Or SWALLOW BND fFco
T iSPRINGV� p EN TFCftpLN
!s s
GROVEWOOD
FIC--URE is VICINITY NAP
PINNACLE TOLLNHONES
SOUTH C: E. PROSPECT ROAD, NORTH OF SPRING CREEK
FORT COLLINS, COLORADO
Prolxt Ngr: DAR
lrerracan
Project No.20015
UUU J
Deslgnad ey: DAR
Seale` I
ChaCked 5j: DAR
Date: 13/21
301 K Howes Street
By: DA4
Draw Sy: V
DIAGApproved
IS FOR GENERAL LOCATION ONLY,
Fort Collins, Colorado 50521
Fila Na.ne: 5202r-IGI
Figva No. .I
AND ISM
` NO S NOT INTENDED FOR CONSTRUCTION PURPOSES.
Geotechnical Engineering Report
Pinnacle P.U.D. - Townhomes
Project No. 20015202
Terracon
should be well compacted and free of all construction debris to reduce the possibility
of moisture infiltration.
Downspouts, roof drains or scuppers should discharge into splash blocks or
extensions when the ground surface beneath such features is not protected by
exterior slabs or paving. Sprinkler systems should not be installed within 5 feet of
foundation walls. Landscaped irrigation adjacent to the foundation system should be
minimized or eliminated.
GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical
recommendations in the design and specifications. Terracon also should be retained to
provide testing and observation during excavation, grading, foundation and construction
phases of the project.
The analysis and recommendations presented in this report are based upon the data
obtained from the borings performed at the indicated locations and from other information
discussed in this report. This report does not reflect 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, it will be necessary to reevaluate the
recommendations of this report.
The scope of services for this project does not include either specifically or by implication
any environmental assessment of the site or identification of contaminated or hazardous
materials or conditions. If the owner is concerned about the potential for such
contamination, other studies should be undertaken.
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 warranties, express or implied, are intended or
made. In the event that 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 Terracon reviews the changes, and either verifies or
modifies the conclusions of this report in writing.
17
Geotechnical Engineering Report Terracon
Pinnacle P.U.D. — Townhomes
Project No. 20015202
Additional Design and Construction Considerations
Exterior Slab Design and Construction
Exterior slabs -on -grade, exterior architectural features and utilities founded on or in
backfill may experience some movement due to the volume change of the backfill.
Potential movement could be reduced by:
• minimizing moisture increases in the backfill
• controlling moisture -density during placement of backfill
• using designs which allow vertical movement between the exterior features
and adjoining structural elements
• placing effective control joints on relatively close centers
Underground Utility Systems
All piping should be adequately bedded for proper load. distribution. It is suggested
that clean, graded gravel compacted to 75 percent of Relative Density ASTM D4253
be used as bedding. Where utilities are excavated below groundwater, temporary
dewatering will be required during excavation, pipe placement and backfilling
operations for proper construction. Utility trenches should be excavated on safe and
stable slopes in accordance with OSHA regulations as discussed above. Backfill
should consist of the on -site soils or imported material approved by the geotechnical
engineer. The pipe backfill should be compacted to a minimum of 95 percent of
Standard Proctor Density ASTM D698.
Corrosion Protection
Results of soluble sulfate testing indicate that ASTM Type I Portland cement is
suitable for all concrete on and below grade. However, if there is no, or minimal cost
differential, use of ASTM Type II Portland cement is recommended for additional
sulfate resistance of construction concrete. Foundation concrete should be designed
in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4.
Surface Drainage
Positive drainage should be provided during construction and maintained throughout
the life of the proposed project. In areas where sidewalks or paving do not
immediately adjoin the structure, we recommend that protective slopes be provided
with a minimum grade of approximately 5 percent for at least 10 feet from perimeter
walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches
16
Geotechnical Engineering Report
Pinnacle P.U.D. — Townhomes
Project No. 20015202
Material
Terracon
Minimum Percent
fASTM D698)
Scarified subgrade soils........................................................... :............. 95
On -site and imported fill soils:
Beneathfoundations..................................................................95
Beneathslabs............................................................................95
Beneath pavements...................................................................95
Aggregate base (beneath slabs)............................................................95
Miscellaneous backfill (non-structural areas).........................................90
On -site clay for backfill or grading purposes should be compacted within a moisture
content range of 2 percent below, to 2 percent above optimum. Imported or on -site
granular soils should be compacted within a moisture range of 3 percent below to 3
percent above optimum unless modified by the project geotechnical engineer.
Excavation and Trench Construction
Excavations into the on -site soils may encounter caving soils and groundwater,
depending upon the final depth of excavation. The individual contractor(s) should be
made responsible for designing and constructing stable, temporary excavations as
required to maintain stability of both the excavation sides and bottom. All
excavations should be sloped or shored in the interest of safety following local, and
federal regulations, including current OSHA excavation and trench safety standards.
The soils to be penetrated by the proposed excavations may vary significantly across
the site. The preliminary soil classifications are based solely on the materials
encountered in widely spaced exploratory test borings. The contractor should verify
that similar conditions exist throughout the proposed area of excavation. If different
subsurface conditions are encountered at the time of construction, the actual
conditions should be evaluated to determine any excavation modifications necessary
to maintain safe conditions.
As a safety measure, it is recommended that all vehicles and soil piles be kept to a
minimum lateral distance from the crest of the slope equal to no less than the slope
height. The exposed slope face should be protected against the elements.
15
Geotechnical Engineering Report
Pinnacle P.U.D. — Townhomes
Project No. 20015202
Terracon
All exposed areas which will receive fill, once properly cleared where necessary,
should be scarified to a minimum depth of eight inches, conditioned to near optimum
moisture content, and compacted.
It is anticipated that excavations for the proposed construction can be accomplished
with conventional earthmoving equipment. .
Depending upon depth of excavation and seasonal conditions, groundwater may be
encountered in excavations on the site. Pumping from sumps may be utilized to
control water within excavations. Well points may be required for significant
groundwater,flow, or where excavations penetrate groundwater to a significant depth.
Subgrade Preparation
Subgrade soils beneath interior and exterior slabs, and beneath pavements should
be scarified; moisture conditioned and compacted to a minimum depth of 8 inches.
The moisture content and compaction of subgrade soils should be maintained until
slab or pavement construction.
Fill Materials and Placement
Clean on -site soils or approved imported materials may be used as fill material and
are suitable for use as compacted fill beneath interior or exterior floor slabs.
Imported soils (if required) should conform to the following:
Gradation
Percent finer by weight
(ASTM C1361
6".........................................................................................................100
3"....................................................................................................70-100
No. 4 Sieve.....................................................................................50-100
No. 200 Sieve................................................................................50 (max)
• Liquid Limit.......................................................................30 (max)
• Plasticity Index.................................................................15 (max)
Engineered fill should be placed and compacted in horizontal lifts, using equipment
and procedures that will produce recommended moisture contents and densities
throughout the lift. Recommended compaction criteria for engineered fill materials are
as follows:
14
Geotechnical Engineering Report
Pinnacle P.U.D. — Townhomes
Project No. 20015202
Terracon
Longitudinal and transverse joints should be provided as needed in concrete pavements for
expansion/contraction and isolation. Joints should be constructed in accordance with ACI
procedures.
Preventative maintenance should be planned and provided for through an on -going
pavement management program in order to enhance . future pavement performance.
Preventative maintenance activities are intended to slow the rate of pavement deterioration,
and to preserve the pavement investment.
Preventative maintenance consists of both localized maintenance (e:g. crack sealing and
patching) and global maintenance (e.g. surface sealing). Preventative maintenance is
usually the first priority when implementing a planned pavement maintenance program and
provides the highest return on investment for pavements.
Recommended preventative maintenance policies for asphalt and jointed concrete
pavements, based upon type and severity of distress, are provided in Appendix C. Prior to
implementing any maintenance, additional engineering observation is recommended to
determine the type and extent of preventative maintenance.
Earthwork
General Considerations
The following presents recommendations for site preparation, excavation, subgrade
preparation and placement of engineered fills on the project.
All earthwork on the project should be observed and evaluated by Terracon. The
evaluation of earthwork should include observation and testing of engineered fill,
subgrade preparation, foundation bearing soils, and other geotechnical conditions
exposed during the construction of the project.
Site Preparation
Strip and remove existing fill, debris, and other deleterious materials from proposed
building and pavement areas. All exposed surfaces should be free of mounds and
depressions that could prevent uniform compaction.
The site should be initially graded to create a relatively level surface to receive fill,
and to provide for a relatively uniform thickness of fill beneath proposed building
structures.
13
Geotechnical Engineering Report Terracon
Pinnacle P.U.D. — Townhomes
Project No. 20015202
Each alternative should be investigated with respect to current material availability and
economic conditions. Rigid concrete pavement, a minimum of 6 inches in thickness, is
recommended at the locations of dumpsters where trash trucks park and load.
Aggregate base course (if used on the site) should consist of a blend of sand and gravel,
which meets strict specifications for quality and gradation. Use of materials meeting
Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended
for base course.
Aggregate base course should be placed in lifts not exceeding six inches and should be
compacted to a minimum of 95% Standard Proctor Density (ASTM D698).
Asphalt concrete should be composed of a mixture of aggregate, filler and additives, if .
required, and approved bituminous material. The asphalt concrete surface materials should
conform to approved mix designs stating the Superpave properties, optimum asphalt
content, job mix formula and recommended mixing and placing temperatures. Aggregate
meeting Colorado Department of Transportation Grading S, SX or SG specifications is
recommended for all asphalt concrete surface materials. Mix designs should be submitted
prior to.construction to verify their adequacy. Asphalt material should be placed in maximum
3-inch lifts and should be compacted to a minimum of 92 to 96% of Maximum Theoretical
Density (ASTM D2041).
Where rigid pavements are used, the concrete should be obtained from an approved mix
design with the following minimum properties:
• Compressive Strength @ 28 days.............................................4000 psi minimum
• Strength Requirements.........................................................................ASTM C94
• Minimum Cement Content........................................................... 6.5 sacks/cu. yd.
• Cement Type..................................................................................Type I Portland
• Entrained Air Content.................................................................................6 to 8%
• Concrete Aggregate........................................ASTM C33 and CDOT Section 703
AggregateSize.............................................................................1 inch maximum
• Maximum Water Content.........................................................0.49 lb/lb of cement
• Maximum Allowable Slump........................................................................4 inches
Concrete should be deposited by truck mixers or agitators and placed a maximum of 90
minutes from the time the water is added to the mix. Other specifications outlined by the
Colorado Department of Transportation should be followed.
12
Geotechnical Engineering Report
Pinnacle P.U.D. — Townhomes
Project No. 20015202
Terracon
Terracon estimated traffic criteria for pavement thickness design including the projected 20-
year average daily traffic or volume, and approximate percentage of trucks. From these
estimated or assumed values, Terracon computed the 18-kip equivalent single axle load
(ESAL) at 51,100 for light traffic paved areas and 146,000 for. heavy volume or truck
access/drive areas.
Local drainage characteristics of proposed pavement areas are considered to vary from fair
to good depending upon location on the site. For purposes of this design analysis, fair
drainage characteristics are considered to control the design. These characteristics,
coupled with the approximate duration of saturated subgrade conditions, results in a design
drainage coefficient of 1.0 when applying the AASHTO criteria for design.
For flexible pavement design, a terminal serviceability index of 2.0 was utilized along with
inherent reliability of 75% and a design life of 20 years. Using the correlated design R-value
of 10, appropriate ESAL/day, environmental criteria and other factors, the structural numbers
(SN) of the pavement sections were determined on the basis of the 1993 AASHTO design
equation.
In addition to the flexible pavement design analyses, a rigid pavement design analysis was
completed, based upon AASHTO design procedures. Rigid pavement design is based on
an evaluation of the Modulus of Subgrade Reaction of the soils (K-value); the Modulus of
Rupture of the concrete, and other factors previously outlined. The design K-value of 100
for the subgrade soils was determined by correlation to the laboratory tests results. A
modulus of rupture of 600 psi (working stress 450 psi) was used for pavement concrete.
The rigid pavement thicknesses for each traffic category were determined on the basis of
the AASHTO design equation.
Recommended alternatives for flexible and rigid pavements, summarized for each traffic
area, are as follows:
Recommended
Pavern
nE Thickness (Inches}
Asphalt
AsphaltCoricrete
Aggregate
Concrete,
Portland
c
Trafiic:Area
Alternatnre ,..
Base
Surface
Cement
;Total
=
,:Surface ..:Grading
S or 5x
Con(se
Gra. jog 5 or
Concrete j
....
,
Automobile
A
3.0
6.0
9.0
Parking
B
2.5
3.0
5.50
Areas
C
5.0
5.0
Truck
A
3.5
7.0
10.5
Access Drive
B
3.0
3.0
6.0
Areas
c
6.0
6.0
11
Geotechnical Engineering Report Terracon
Pinnacle P.U.D. — Townhomes
Project No. 20015202
subsurface materials, a soil profile type S., should be used for the design of structures for the
proposed project (1997 Uniform Building Code, Table No. 16-J).
Floor Slab Design and Construction
Some differential movement of a slab -on -grade floor system is possible should the subgrade
soils become elevated in moisture content. To reduce potential slab movements, the
subgrade soils should be prepared as outlined in the earthwork section of this report.
For structural design of concrete slabs -on -grade, a modulus of subgrade reaction of 100
pounds per cubic inch (pci) may be used for floors supported on existing soils.
Additional floor slab design and construction recommendations are as follows:
• Positive separations and/or isolation joints should be provided between slabs
and all foundations, columns or utility lines to allow independent movement.
• Control joints should be provided in slabs to control the location and extent of
cracking.
• Interior trench backfill placed beneath slabs should be compacted in
accordance with recommended specifications outlined below.
• A minimum 8-inch layer of free -draining gravel should be placed beneath
basement floor slabs in conjunction with the underslab drainage system.
• In areas subjected to normal loading, a minimum 4-inch layer of clean -graded
gravel should be placed beneath interior slabs.
• Floor slabs should not be constructed on frozen subgrade.
• Other design and construction considerations, as outlined in the ACI Design
Manual, Section 302.1 R are recommended.
Pavement Design and Construction —for On -Site Parking Areas
Design of pavements for the on -site private pavement areas, (i.e. City of Fort Collins' non -
jurisdictional roadways) have been based on the procedures outlined in the 1993 Guideline
for Design of Pavement Structures by the American Association of State Highway and
Transportation Officials (AASHTO). Areas within proposed pavements on the site will be
divided into categories based upon anticipated traffic and usage.
10
Geotechnical Engineering Report
Pinnacle P.U.D. — Townhomes
Project No. 20015202
Terracon
into the roadway underdrain system, then empty into spring creek or discharge into an
approved area. Authorization may be required by the City of Fort Collins -Storm Water
Division as to the desired point of discharge. Others are providing final design parameters
and details.
Lateral Earth Pressures
For soils above any free water surface, recommended equivalent fluid pressures for
unrestrained foundation elements are:
• Active:
Cohesive soil backfill (on -site clay)........................................45 psf/ft
Cohesionless soil backfill (on -site sand)................................35 psf/ft
• Passive:
Cohesive soil backfill (on -site clay) .......................... :........... 250 psf/ft
Cohesionless soil backfill (on -site sand)..............................350 psf/ft
• Adhesion at Base of Footings.................................................500 psf
Where the design includes restrained elements, the following equivalent fluid pressures are
recommended:
• At rest:
Cohesive soil backfill (on -site clay)........................................60 psf/ft
Cohesionless soil backfill (on -site sand) ................................ 50 psf/ft
The lateral earth pressures herein do not include any factor of safety and are not applicable
for submerged soils/hydrostatic loading. Additional recommendations may be necessary if
submerged conditions are to be included in the design.
Fill against grade beams and retaining walls should be compacted to densities specified in
Earthwork. Compaction of each lift adjacent to walls should be accomplished with hand -
operated tampers or other lightweight compactors. Overcompaction may cause excessive
lateral earth pressures, which could result in wall movement.
Seismic Considerations
The project site is located in Seismic Risk Zone I of the Seismic Zone Map of the United
States as indicated by the 1997 Uniform Building Code. Based upon the nature of the
M
Geotechnical Engineering Report Terracon
Pinnacle P.U.D. — Townhomes
Project No. 20015202
Foundation walls should be reinforced as necessary to reduce the potential for distress
caused by differential foundation movement. The use of joints at openings or other
discontinuities in masonry walls is recommended.
Foundation excavations should be observed by the geotechnical engineer. If the soil
conditions encountered differ significantly from those presented in this report, supplemental
recommendations will be required.
Basement Construction
Groundwater was encountered on the site at approximate depths of 5 to 7-feet below
existing grades. Full -depth and/or garden -level basement construction is considered
feasible for the majority of the site provided that basement slabs are placed a minimum of 4-
feet above the groundwater level and/or installation of an underdrain system in conjunction
with interior perimeter drainage systems for each unit are installed.
To reduce the potential for groundwater to enter basements, installation of dewatering
systems is recommended. The dewatering systems should, at a minimum, include an
:underslab gravel drainage layer sloped to an interior perimeter drainage system.
The drainage systems should consist of a properly sized perforated pipe, embedded in free -
draining gravel, placed in a trench at least 12-inches in width. The trench should be inset
from the interior edge of the nearest foundation a minimum of 12-inches. In addition, the
trench should be located such that an imaginary line extending downward at a 45-degree
angle from the foundation does not intersect the nearest edge of the trench. Gravel should
extend a minimum of 3-inches beneath the bottom of the pipe. The drainage system should
be sloped at a minimum 1/8 inch per foot to a suitable outlet, such as a sump and pump
system.
The underslab drainage layer should consist of a minimum 6-inch thickness of free -draining
gravel meeting the specifications of ASTM C33, Size No. 57 or 67. Cross -connecting
drainage pipes should be provided beneath the slab at 15 intervals, and should discharge to
the perimeter drainage system.
In an effort to lower groundwater levels throughout the site to allow for lower level
construction, it is recommended an area underdrain system be installed. The area
underdrain system should be placed in the sewer line utility trench and day light/gravity flow
to the south toward spring creek. The individual units' interior perimeter drainage systems
should be connected to the roadway underdrain system.
Terracon recommends each individual unit have its own sump pit and sump pump, and then
be connected to a single collection line from the entire complex which would then discharge
8
Geotechnical Engineering Report Terracon
Pinnacle P.U.D. — Townhomes
Project No. 20015202
• spread footings and/or grade beams bearing on undisturbed soils or structural fill.
Slab -on -grade construction is considered acceptable for use, provided that design and
construction recommendations are followed and an interior perimeter drainage system is
installed.
Foundation Systems
Due to the presence of low swelling subsurface soils on the site, spread footing foundations
bearing upon undisturbed subsoils and/or engineered fill are recommended for support for
the proposed structures. The footings may be designed for a maximum bearing pressure of'
1500 psf. In addition, the footings should be sized to maintain a minimum dead -load
pressure of 500 psf. The design bearing pressure applies to dead loads plus design live
load conditions. The design bearing pressure may be increased by one-third when
considering total loads that include wind or seismic conditions.
It is recommended the bottom of the footings be placed a minimum of 3-feet above the
groundwater level and an interior perimeter drains are installed and connected to- the
subsurface underdrain system. To achieve this requirement in areas where groundwater
was encountered_ at relatively shallow depths, it may be necessary to place engineered fill
material to raise site grades as well as the installation of an area underdrain system. Based
on our review of the proposed civil engineering drawings prepared by Shear Engineering
Corporation, the proposed top of wall (T.O.W.) elevations vary from 4961 at the northwest
corner and drop to approximately 4956 at the southeast corner. Assuming the basement
footings will be placed approximately 8 to 9-feet below T.O.W. elevations, and correlating
with the groundwater piezometric surface flow.diagram, Figure 3, the footings would be
approximately 1-1/2 to 2-1/2 feet above existing water levels.
Exterior footings should be placed a minimum of 30 inches below finished grade for'frost
protection and to provide confinement for the bearing soils. Finished grade is the lowest
adjacent grade for perimeter footings.
Footings should be proportioned to reduce differential foundation movement. Proportioning
on the basis of equal total settlement is recommended; however, proportioning to relative
constant dead -load pressure will also reduce differential settlement between adjacent
footings. Total settlement resulting from the assumed structural loads is estimated to be on
the order of 1 inch or less. Additional foundation movements could occur if water from any
source infiltrates the foundation soils; therefore, proper drainage should be provided in the
final design and during construction.
7
Geotechnical Engineering Report
Pinnacle P.U.D. — Townhomes
Project No. 20015202
Groundwater Conditions
Terracon
In the previously drilled test borings in 1985, groundwater was encountered at approximate
depths of 1-1/2 to 5-feet below the surface. In the recently drilled 5 additional test
borings/piezometers, groundwater was encountered at approximate depths of 5 to 7-1/2-feet
below existing site grades. Piezometers were installed to obtain stabilized groundwater
elevations and to allow for future groundwater level measurements.
These observations represent groundwater conditions at the time of the field exploration,
and may not be indicative of other times, or at other locations. Groundwater levels can be
expected to fluctuate with varying seasonal and weather conditions, as well as volume of
Spring Creek.
The following table provides the ground surface, top of casing elevations and the stabilized
groundwater levels obtained from each piezometer as measured on October 3, 2001.
Test Borg
rApproximatez9
M
SFr , mar
Approximater���
" G outd ater
rF q
'° ' ,`._ z
Gr9gndwater�Pt
Ka
a sir
sEimated
.x k`
PiezometeryNo'�
x �� r
3 s" a
TSnrtace; �_
. v> y
s v Elevation
E
s Top Of Eas g s?Surement;
r, yA
��
Etevaor�fromaTxO
#ro[rtaGio�incia
Measurement
_ r
"� x
Groundwater .
ra;'ro.:
;,
� 1 �u
�•« a�,�a,x.,. ,t =.�.,...�
.Suriace��:�
C
��Eleuatcon
1
4956.4
4959.1
:�
9.8
494937
7.1
2
4953.4
4957.0
7.3
10.8
4946.2
3
4953.3
4956.5
6.8
9.9
4946.6
4
4954.0
4956.9
6.4
9.4
4947.5
5
4951.7
4955.1
5.1
1 8.5
4946.6
The estimated piezometric surface was developed for the site based on the groundwater
measurement data collected on October 3, 2001. The groundwater contour map for the site
based on the piezometric data is included with this report as Figure 3. The piezometric
surface was estimated using linear interpolations between piezometers and was based upon
groundwater elevations in each piezometer. As illustrated from Figure 3, the groundwater
flow was estimated to be in the east to slightly southeast direction. This tends to follow the
gradient of Spring Creek, which borders the southern portion of the site.
ENGINEERING ANALYSES AND RECOMMENDATIONS
Geotechnical Considerations
The site appears suitable for the proposed construction from a geotechnical.engineering
point of view.
The following foundation systems were evaluated for use on the site:
Geotechnical Engineering Report Terracon
Pinnacle P.U.D. — Townhomes
Project No. 20015202
SUBURFACE CONDITIONS
Geology
The proposed site is located within the Colorado Piedmont section of the Great Plains
physiographic province. The Colorado Piedmont, formed during Late Tertiary and Early
quaternary time (approximately two million (2,000,000) years ago), is a broad, erosional
trench, which separates the Southern Rocky Mountains from the High Plains. Structurally,
the site lies along the western.flank of the Denver Basin. During the Late Mesozoic and
Early Cenozoic Periods (approximately seventy million (70,000,000) years ago), intense
tectonic activity occurred, causing the uplifting of the Front Range and associated
downwarping of the Denver Basin to the east. Relatively flat uplands and broad valleys
characterize the present-day topography of the Colorado Piedmont in this region. The site is
underlain by the Cretaceous Pierre formation. The Pierre shale underlies the site at
approximate depths of 10 to 13-feet below the surface. The Pierre shale is overlain by
alluvial sands and clays of Pleistocene and/or Recent Age.
Soil Conditions
The subsoils at the site consisted of sandy lean clay, silty clayey sand and silty sand with
gravel extending to the bedrock below. Siltstone/sandstone bedrock was encountered in
each of the 5 additional test borings at approximate depths of 10 to 13-feet below existing
site grades and extended to the depths explored. These soil conditions are relatively
consistent with those encountered during the 1985 geotechnical engineering exploration at
the site.
Field and Laboratory Test Results
Field and laboratory test results indicate the clay soils are medium stiff to very stiff in
consistency, exhibits low to moderate swell potential, and moderate load bearing
characteristics. The sand and gravel stratum is medium dense to dense in relative density
and exhibits moderate bearing characteristics. The bedrock stratum is moderately hard to
hard with increased depths and exhibits moderate swell potential and moderate to high
bearing characteristics.
The stratification boundaries shown on the enclosed boring logs represent the approximate
locations of changes in soil types; in -situ, the transition of materials may be gradual. The
soil profile for this portion of the site is generally consistent with the soil conditions presented
in our previous subsurface exploration report.
5
Geotechnical Engineering Report Terracon
Pinnacle P.U.D. — Townhomes
Project No. 20015202
resistance value is a useful index in estimating the consistency, relative density or hardness
of the materials encountered.
Groundwater conditions were evaluated in the 5 additional drilled test borings at the time of
drilling and when checked 1 day after drilling.
Laboratory Testing
All samples retrieved during the field exploration were returned to the laboratory for
observation by the project geotechnical engineer and were classified in accordance with the
Unified Soil Classification System described in Appendix C. Samples of bedrock were
classified in accordance with the general notes for Bedrock Classification. At that time, the
field descriptions were confirmed or modified as necessary and an applicable laboratory -
testing program was formulated to determine engineering properties of the subsurface
materials. Boring logs were prepared and are presented in Appendix A.
Laboratory tests were conducted on selected soil samples and are presented in Appendix B.
The test results were used for the geotechnical engineering analyses, and the development
of foundation and earthwork recommendations. All laboratory tests were performed in
general accordance with the applicable ASTM, local or other accepted standards.
Selected soil and bedrock samples were tested for the following engineering properties:
• Water Content Compressive Strength
• Dry Density • Plasticity Index
• Consolidation • Water Soluble Sulfate Content
• Expansion
SITE CONDITIONS
The site for the proposed construction is located south of East Prospect Road, north of
Spring Creek, and west of Lemay Avenue. Existing residential structures are presently
located along the northern boundary of the site. South of the existing abandoned houses is
an area of open, undeveloped vacant land vegetated with native grasses and weeds. The
majority of the site is relatively flat, yet exhibiting positive surface flow in the south direction
toward Spring Creek, which meanders along the southern perimeter of the property.
Existing single-family residential -type structures border the property to the east and west.
4
Geotechnical Engineering Report
Pinnacle P.U.D. — Townhomes
Project No. 20015202
Terracon
the installation and anticipated flow rates generated from the underdrain system and from
standard interior perimeter drainage systems, it is our opinion adjacent property owners will
not be adversely affected, and the cone of influence will be minimal, primarily within each of
the respective complex footprints.
SITE EXPLORATION
The scope of the services performed for this project included a site reconnaissance by an.
engineering geologist, a subsurface exploration program, laboratory testing and engineering
analyses.
Field Exploration
A total of 5 additional test borings were drilled on September 25, 2001 to approximate
depths of 15 to 20-feet below existing site grades at the locations shown on the Site Plan,
Figure 1. All of the test borings drilled at the site were advanced with a truck -mounted
drilling rig, utilizing 3-1/4-inch diameter hollow -stem augers.
At the completion of the drilling operations the test borings were converted to piezometers
for purposes of future groundwater monitoring. The piezometers were cased with 2-inch
diameter Schedule 40, flush jointed, threaded PVC pipe. The lower 10 to 15-feet of the pipe
consisted of a 0.20-inch slotted screen. The piezometers were backfilled with 10-20 silica
sand to approximately 2-feet above the top of the well screen and an approximate 1 to 2-
foot layer of bentonite clay was placed above the silica sand. The remainder of the
groundwater piezometer annuluses was backfilled with auger cuttings.
The borings were located in the field by Terracon by measurements from existing site
features and/or property lines. Surface elevations were measured by use of an engineer's
level and referenced to a temporary benchmark (TBM) as shown on the site plan, Figure 1.
The TBM was the rim elevation of the sewer manhole situated on the north side of Spring
Creek, having an elevation, provided by Shear Engineering, Inc. of 4952.95. The accuracy
of boring locations and elevations should only be assumed to the level implied by the
methods used to determine each.
Continuous lithologic logs of each boring were recorded by the geotechnical engineer during
the drilling operations. At selected intervals, samples of the subsurface materials were taken
by means of pushing thin -walled Shelby tubes, or by driving split -spoon samplers.
Penetration resistance measurements were obtained by driving the split -spoon into the
subsurface materials with a 140-pound hammer falling 30 inches. The penetration
Kl
Geotechnical Engineering Report
Pinnacle P.U.D. — Townhomes
Project No. 20015202
PROPOSED CONSTRUCTION
Terracon
Based on information provided to us by Anchor Development and Shear Engineering,
Terracon understands the project site will consist of single townhome residential units
constructed throughout the project site along with associated paved parking and City of Fort
Collins jurisdictional interior roadways. It is anticipated that maximum wall and column loads
will be on the order of 1 to 4 klf and 10 to 75 kips, respectively. This report will provide the
appropriate recommendations needed to aid in the design of foundations, parking areas,
and the recommended subsurface underdrain system. An additional subsurface exploration
will be required for the City of Fort Collins' jurisdictional roadways after sewer lines are
installed and the subgrade is at or near "final -rough" subgrade elevations.
The primary purpose of this study is to update the original geotechnical engineering report
and to drill and install 5 groundwater piezometers in an effort to provide future monitoring of
groundwater. This study is to supplement previous work provided at the site and will assist
the project design engineer for an underdrain/subsurface drainage system, which will be
required if basement construction is planned
Larimer County Urban Area Street Standards — Section 5.6.2 (Report Requirements)
The site location and project description are as follow: The site is to be developed for
proposed single-family attached residential townhome units within the Pinnacle P.U.D.,
situated south of Prospect Road, north of Spring Creek, and west of Lemay Avenue in Fort
Collins, Colorado. The site is bordered along the southern boundary by the Spring Creek.
Based on a conversation with the City of Fort Collins, it is our understanding the City of Fort
Collins has the water rights jurisdiction for this creek. The groundwater elevations and
directional flows are presented on the enclosed Groundwater Contour Map, Figure 3. The
groundwater directional flow, as shown on this diagram is in the east to slightly southeast
direction.
The site's previous usage as we understand was primarily for agricultural/grazing purposes.
During irrigation seasons and previous site utilization, groundwater was encountered at
shallower depths than recently. Our records indicate groundwater levels in 1985 were
measured at approximate depths of 1-1/2 to 3-1/2-feet below the surface. In the recently
drilled 5 test borings/piezometers, groundwater was encountered at approximate depths of 5
to 7-feet below existing site grades.
Based on the recent groundwater measurements and the designed conceptual project
development plan, it is our opinion a subsurface underdrain and/or area drainage system is
recommended if basement construction is to be utilized. We also recommend that individual
perimeter drainage systems be installed and connected to the underdrain system. Based on
2
GEOTECHNICAL ENGINEERING REPORT
PROPOSED PINNACLE TOWNHOMES
SOUTH OF PROSPECT ROAD, NORTH OF SPRING CREEK,
AND WEST OF LEMAY AVENUE
FORT COLLINS, COLORADO
TERRACON PROJECT NO. 20015202
OCTOBER 10, 2001
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
Pinnacle Townhome development project to be located south of Prospect Road, north of
Spring Creek, and west of Lemay Avenue in Fort Collins, Colorado. The site is located in
the Northeast 1/4 of Section 24, Township 7 North, Range 69 West of the 6th Principal
Meridian, Larimer County, Colorado.
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• subsurface soil and bedrock conditions
• groundwater conditions
• foundation design and construction
• basement construction
• lateral earth pressures
• floor slab design and construction
• pavement design and construction
• earthwork
• drainage
The recommendations contained in this report are based upon the results of field and
laboratory testing, engineering analyses, and experience with similar soil conditions,
structures and our understanding of the proposed project.
PREVIOUS EXPLORATIONS
Empire Laboratories, Inc., Terracon's predecessor, performed a geotechnical engineering
explorations for the site in on July 1, and 2, 1985. For further information and findings
thereof, please refer to our "Report of a Geotechnical Investigation" dated July 8, 1985,
Project No. 6069-85.
1
Geotechnical Engineering Report
Pinnacle P.U.D. — Townhomes
Project No. 20015202
APPENDIX A
Site Plan/Boring Location Diagram
Test Borings/Piezometers
APPENDIX B
Laboratory Test Results
Terracon
APPENDIX C
General Notes
Pavement Preventative Maintenance Notes
iv
TABLE OF CONTENTS
Page No.
Letterof Transmittal............................................................................................................ i
INTRODUCTION.................................................................................................................1
: PREVIOUS EXPLORATIONS...................................................................................:.........1
PROPOSED CONSTRUCTION..........................................................................................2
SITEEXPLORATION
..............................:..........................:................................................3
FieldExploration......................................................................................................3
LaboratoryTesting..................................................................................................4
SITECONDITIONS.............................................................................................................4
Geology...................................................................................................................
5
SoilConditions.........................................................................................................
5
Field and Laboratory Test Results...........................................................................
5
GroundwaterConditions..........................................................................................
6
ENGINEERING ANALYSES AND RECOMMENDATIONS..................:..............................6
Geotechnical Considerations...................................................................................6
FoundationSystems.........................................:......................................................7
BasementConstruction...........................................................................................
8
Lateral Earth Pressures...........................................................................................9
Seismic Considerations...........................................................................................9
Floor Slab Design and Construction ................................. :......................................
10
Pavement Design and Construction — for On -Site Parking Areas ...........................10
Earthwork................................................................................................................13
General Considerations...............................................................................13
SitePreparation...........................................................................................13
Subgrade Preparation ............... .............:..............................
....................... 14
Fill Materials and Placement........................................................................14
Excavation and Trench Construction...........................................................15
Additional Design and Construction Considerations................................................16
Exterior Slab Design and Construction........................................................16
Underground Utility Systems........................................................................16
Corrosion Protection....................................................................................16
Surface Drainage.........................................................................................16
GENERALCOMMENTS.....................................................................................................17
Geotechnical Engineering Report Terracon
Pinnacle P.U.D. — Townhomes
Project No. 20015202
to 5-1/2-feet below site grades. In an effort to lower groundwater levels throughout the site to
allow for lower level construction, it is recommended an area underdrain system be installed. The
area underdrain system should be placed in the sewer line utility trench and day light/gravity flow
to the south toward Spring Creek. The individual units' interior perimeter drainage systems should
be connected to the roadway underdrain system.
Based on the type of construction proposed, and the anticipated maximum wall and column loads,
it is recommended the proposed townhome structures be supported by conventional -type spread
footings bearing on undisturbed subsoils and/or on engineered controlled fill. The footings should
be placed a minimum of 3-feet above the maximum anticipated rise in groundwater and interior
perimeter drains are installed and connected to the subsurface underdrain system. Based on our
review of the proposed civil engineering drawings prepared by Shear Engineering Corporation,
the proposed top of wall (T.O.W.) elevations vary from 4961 at the northwest corner and drop to
approximately 4956 at the southeast corner. Assuming the basement footings will be placed
approximately 8 to 9-feet below T.O.W. elevations, and correlating with the groundwater
piezometric surface flour diagram, Figure 3, the footings will be 1-1/2 to 2-1/2 feet above existing
water levels. Thus, with this close proximity, we recommend an area/subsurface drainage system
be installed.
Basement construction is considered feasible throughout the site provided lower level slabs are
placed a minimum of 4-feet above the maximum anticipated rise in groundwater and interior
perimeters drains are installed as previously stated. Slab -on -grade construction is feasible
provided the recommendations set forth in this report are followed. Further details are provided in
this report:
We appreciate the opportunity to be of service to you on this phase of your project. If you have
any questions concerning this report, or if we may be of further service to you, please do not
hesitate to contact pis--"�-
Sincerely,
TE CO
?'_•
J 1712
David A. Riche•.
Geotechnical E
t Manager
Reviewed by:
Doug J. Jobe, P.E.
Office Manger
Copies to:
Addressee (4)
Shear Engineering, Corp. (1): Mr. Brian Shear
October 10, 2001
Pinnacle Fort Collins, LLC
C/o Anchor Development
1083 Wild Cherry Lane
Fort Collins, Colorado 80521
Attn: Mr. Russ Wells
Irerracon
301 N. Howes • P.O. Box 503
Fort Collins, Colorado 80521-0503
(970) 484-0359 Fax: (970) 484-0454
Re: Geotechnical Engineering Report
Proposed Pinnacle Townhomes
South of Prospect Road, North of Spring Creek, and West of Lemay Avenue
Fort Collins, Colorado
Terracon Project No. 20015202
Terracon has completed a geotechnical engineering exploration for the proposed Pinnacle
Townhome development project to be located south of Prospect Road, north of Spring Creek, and
west of Lemay Avenue in Fort Collins, Colorado. This study was performed in general accordance
with our Proposal No. D2001303 dated September 5, 2001 as well as the City of Fort
Collins/Larimer County Urban Area Street Standards design criteria, dated January of 2001.
Empire Laboratories, Inc., Terracon's predecessor, performed a geotechnical engineering
explorations for the site in on July 1, and 2, 1985. For further information and findings thereof,
please refer to our °Report of a Geotechnical Investigation" dated July 8, 1985, Project No. 6069-
85.
The primary purpose of this study is to update the original geotechnical engineering report to and
drill and install 5 groundwater piezometers in an effort to provide future monitoring of groundwater.
This study is to supplement previous work provided at the site and will assist the project design
engineer for an underdrain/subsurface drainage system, which may be required if basement
construction is planned.
The results of our engineering study, including the boring location diagram, laboratory test results,
test boring records from the 5-additional test borings/piezometers, and the geotechnical
engineering recommendations needed to aid in the design and construction of foundations,
basement construction, subsurface drainage systems, pavements and other earth connected
phases of this project are attached.
The subsoils at the site consisted of sandy lean clay, silty clayey sand and silty sand with gravel
extending to the bedrock below. Siltstone/sandstone bedrock was encountered in each of the 5
additional test borings at approximate depths of 10 to 13-feet below _existing site grades and
extended to the depths explored. Groundwater was encountered in each of the recently installed
piezometers at approximate depths of 5 to 7-1/2-feet below existing site grades. In the previously
drilled test borings in July of 1985, groundwater was encountered at approximate depths of 1-1/2
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Quality Engineering Since 1965
GEOTECHNICAL ENGINEERING REPORT
PROPOSED PINNACLE TOWNHOMES
SOUTH OF PROSPECT ROAD, NORTH OF SPRING CREEK,
AND WEST OF LEMAY AVENUE
FORT COLLINS, COLORADO
TERRACON PROJECT NO. 20015202
OCTOBER 10, 2001
Prepared for.
PINNACLE FORT COLLINS, LLC
C/O ANHOR DEVELOPMENT
1083 WILD CHERRY LANE
FORT COLLINS, COLORADO 80521
ATTN: MR. RUSS WELLS
Prepared by:
Terracon
301 North Howes Street
Fort Collins, Colorado 80521
Irerrato
R
PRESSURE, psf
Specimen Identification
Classification
Yc, pcf
WC,%
•
5 3.Oft
SILTY CLAYEY SAND
107
17
Notes:
CONSOLIDATION TEST
Project: Pinnacle Townhomes
Irerracon
Site: SW of Prospect and Lemay Fort Collins, Colorado
Job M 20015202
Date: 10-10-01