HomeMy WebLinkAboutFOSSIL CREEK COMMERCIAL PLAZA, FIRST REPLAT (SPAGGEDDIE'S) - MINOR SUBDIVISION - 4-94 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTr KEY TO SOIL SYMBOLS AND CLASSIFICATIONS
--- The abbreviations commonly used on each "Record of
Subsurface Exploration",
as seen on the figures and in the
text of
i
the report, are as follows:
1.
SOIL DESCRIPTION
V.
SOIL
PROPERTY SYMBOLS
(a) Cohesionless
Soils
N:
Standard Penetration Resistance:
Number of blows by a 140 lb
Relative Density
N. BLOWS/FT
hammer dropped 30 in, required
to drive a 2 in OD split spoon
�^
Very Loose
0 to 4
sampler 1 ft
Loose
5 to 10
Ou:
Unconfined Compressive
Compact
11 to 30
Strength, TSF
Dense
31 to 50
Op:
Pocket Penetrometer Unconfined
_
Very Dense
Over 50
Compressive Strength, TSF
Dd:
Natural Dry Unit Weight, PCF
(b) Cohesive Soils
v :
Apparent Groundwater Level at
Time Noted
t--
Consistency
cu. TSF
Mc:
Moisture or Water Content, X
LL:
Liquid Limit
Very Soft
Less than 0.25
PL:
Plastic Limit
Soft
0.25 to 0.50
P1:
Plasticity Index
"—
Firm
0.50 to 1.00
LI:
Liquidity Index (Mc-PL/PI)
Stiff
1.00 to 2.00
e:
Void Ratio
Very Stiff
2.00 to 4.00
Gs:
Specific Gravity of Solid
Hard
Over 4.00
Particles
k:
Coefficient of Permeability
11.
PLASTICITY
is
Hydraulic Gradient
q:
Rate of Discharge
Degree of
Plasticity
h:
Hydraulic Gradient
Plasticity
Index
TSF:
Tons per Square Foot
PSF:
Pounds per Square Foot
None to Slight
0 - 4
KSF:
Kips per Square Foot
Slight
5 - 10
PCF:
Pounds per Cubic Foot
—
Medium
11 - 30
High to Very High
Over 30
V1.
DRILLING/EXCAVATING AND
SAMPLING SYMBOLS
111.
RELATIVE PROPORTIONS
AR:
Air Rotary
Descriptive Term
Percent
CFA:
Continuous Flight Auger
i
HSA:
Hollow Stem Auger
Trace
1 - 10
RW:
Rotary Wash
Little
11 - 20
BH:
Backhoe
Some
21 - 35
AU:
Auger Sample
And
36 - 50
BS:
Bag Sample
RC:
Rock Core
IV.
PARTICLE SIZE IDENTIFICATION
SS:
Split -Spoon, 1-3/8 in ID, 2 in OD,
Except as Noted
Boulders: 8 in diameter or more
ST:
Shelby Tube, 3 in OD, Except as
Cobbles : 3 in to
8 in diameter
Noted
Gravel : Coarse -
3/4 in to 3 in
WS:
Wash Sample
: Fine -
5.0 mm to 3/4 in
OD:
Outside Diameter
j
Sand : Coarse -
2.0 mm to 5.0 mm
ID:
Inside Diameter
: Medium -
0.4 on to 2.0 mn
THD:
Texas Highway Department Cone
: Fine -
0.07 mm to 0.4 mm
Penetrometer Test
j-
Silt -
0.002 mm to 0.07 an
Clay -
Less than 0.002 mm
NOTE:
SOILS
ARE CLASSIFIED IN GENERAL ACCORDANCE
^
WITH
THE UNIFIED SOIL CLASSIFICATION SYSTEM
BENCHMARKENVIRONMENTAL CONSULTANTS
i
RECORD OF
SUBSURFACE EXPLORATION
I
BENCHMARK ENVIRONMENTAL
CONSULTANTS
Client: Brinker International, Inc.
Boring #: B-7
Project: Spageddies Restaurant
Project #: 752-93
Project Location: Fort Collins, Colorado
Drawn By: TMC
DRILLING & SAMPLING INFORMATION
FIELD & LABORATORY DATA
Date Started: 12-09-93
Hamner Wt., lb: 140
Date Completed: 12-09-93
Hamner Drop, in: 30
Drill Foreman: Schmidt
Split Sanpler OD in: 2
Geologist:
Rock Core Die, in:
Boring Method: CFA
Shelby Tube OD, in:
DESCRIPTION
t a1
al
,—
to
to O
fn Z
a)
1
(0 �
ro ---,
(N I—
4-3
r-
Z [O
SURFACE ELEVATION
a (a
a V
O V1
SILTY SANDY CLAY: brown, hard
w ravel - FILL
SILTY SANDY CLAY: light brown,
hard w/gravel
CLAYEY SAND: reddish brown
w/gravel
_
-
__ .5
:-
--10
--1s
--20
SS
SS
SS
13
41
44
1
2
3
End of test boring at 6.5 ft
SAMPLE
AU -AUGER
BS-BAG SAMPLE
RC -ROCK CORE
SS -SPLIT SPOON
ST-SHELBY TUBE
GROUNDWATER
• AT COMPLETION Dry FT
* AFTER HR FT
ENCOUNTERED DURING
DRILLING FT
BORING METHOD
AR -AIR ROTARY
CFA- CONTINUOUS FLIGHT AUGERS
HSA-HOLLOW STEM AUGERS
RW-ROTARY WASH
RECORD OF
SUBSURFACE EXPLORATION
BENCHMARK ENVIRONMENTAL
CONSULTANTS
Client: Brinker International, Inc.
Boring #: B-6
Project: Spageddies Restaurant
Project p: 752-93
Project Location: Fort Collins, Colorado
Drawn By: TMC
DRILLING & SAMPLING INFORMATION
FIELD & LABORATORY DATA
Date Started: 12-09-93
Hamner Wt., (b: 140
Date Completed: 12-09-93
Hamner Drop, in: 30
Drill Foreman: Schmidt
Split Sarrpter OD in: 2
Geologist:
Rock Core Dia, in:
Boring Method: CFA
Shelby Tube OD, in:
DESCRIPTION
.c 0)
0-
(D U
CmN
O
E
i0 O
NZ
N
.—
E 0-
(0 A
(N I—
.N
r
Zm
SURFACE ELEVATION
SILTY SANDY CLAY: brown, hard
wlqravel - FILL
SILTY SANDY CLAY: brown, hard
w/gravel
_
s
--10
--15
--20
SS
SS
SS
29
15
17
1
2
3
End of test boring at 6.5 ft
SAMPLE
AU -AUGER
BS-BAG SAMPLE
RC -ROCK CORE
SS -SPLIT SPOON
ST-SHELBY TUBE
GROUNDWATER
• AT COMPLETION Dry FT
* AFTER HR FT
ENCOUNTERED DURING
DRILLING FT
BORING METHOD
AR -AIR ROTARY
CFA- CONTINUOUS FLIGHT AUGERS
NSA -HOLLOW STEM AUGERS
RW-ROTARY WASH
I
J
r—
RECORD OF
SUBSURFACE EXPLORATION
BENCHMARK ENVIRONMENTAL
CONSULTANTS
Client: Brinker International, Inc.
Boring B-5
Project: Spageddies Restaurant
Project #: 752-93
Project Location: Fort Collins, Colorado
Drawn By: TMC
DRILLING & SAMPLING INFORMATION
FIELD & LABORATORY DATA
Date Started: 12-09-93
Hammer Wt., lb: 140
Date Completed: 12-09-93
Hammer Drop, in: 30
Drill Foremen: Schmidt
Split Saffpter OD in: 2
Geologist:
Rock Core Die, in:
Boring Method: CFA
Shelby Tube OD, in:
DESCRIPTION
C 41
4J r-
n to
N U
N
O
r—
n
E: •
rO O
NZ
N
r
O. N
E n.
m i
NF—
4J
LL.
1�
r
Zon
SURFACE ELEVATION -
SILTY SANDY CLAY: brown, hard
w/gravel - FILL
SILTY SANDY CLAY: light to
reddish brown, hard w/gravel
-
s
_.
--10
--15
--20
SS
SS
SS
23
37
16
1
2
3
End of test boring at 6.5 ft
SAMPLE
AU -AUGER
BS-BAG SAMPLE
RC -ROCK CORE
SS -SPLIT SPOON
ST-SHELBY TUBE
GROUNDWATER
• AT COMPLETION Dry FT
• AFTER HR FT
ENCOUNTERED DURING
DRILLING FT
BORING METHOD
AR -AIR ROTARY
CFA- CONTINUOUS FLIGHT AUGERS
HSA-HOLLOW STEM AUGERS
RW-ROTARY WASH
RECORD OF
SUBSURFACE EXPLORATION
BENCHMARK ENVIRONMENTAL
CONSULTANTS
Client: Brinker International, Inc.
Boring #: 9-4
Project: Spageddies Restaurant
Project #: 752-93
Project Location: Fort Collins, Colorado
Drawn By: TMC
DRILLING & SAMPLING INFORMATION
FIELD & LABORATORY DATA
Date Started: 12-09-93
Hammer Wt., lb: 140
s-
a)
ro
3
C
7
o
L
C.7
+'
C
CU
4J
o
U
i
(V
4J
ro
3
++
E
J
r
7
o
—
J
+.+
E
J
V
+3
rn
ro
d
X
v
v
C
r
V
4-)
O
ro
C.
Date Completed: 12-09-93
Hammer Drop, in: 30
Drill Foremen: Schmidt
Split Sampler OD in: 2
Geologist:
Rock Core Dia, in:
Boring Method: CFA
Shelby Tube OD, in:
DESCRIPTION
L
+) r-
a ro
a) U
Cn N
O
M
E •
ro O
U) Z
(D�—
d a1
E n
ro
V) F-
i-)
U_
.—
Z on
u..
aN
C7 H-
SURFACE ELEVATION -
Note 1
SILTY SANDY CLAY: light to
reddish brown, hard to -stiff
Note 1: SILTY SANDY CLAY:
brown, hard w/gravel - FILL
_'5
--10
--1s
--20
SS
SS
SS
SS
SS
SS
14
11
5
8
7
13
4.5+
3.5
1.5
1.5
19
21
34
40
22
19
12
21
1
2
3
4
5
6
End of test boring at 16.5 ft
SAMPLE GROUNDWATER
AU -AUGER • AT COMPLETION 11.8 FT
BS-BAG SAMPLE ' AFTER HR FT
RC -ROCK CORE ENCOUNTERED DURING
SS -SPLIT SPOON DRILLING FT
ST-SHELBY TUBE
BORING METHOD
AR -AIR ROTARY
CFA- CONTINUOUS FLIGHT AUGERS
NSA -HOLLOW STEM AUGERS
RW-ROTARY WASH
RECORD OF
SUBSURFACE EXPLORATION
i
BENCHMARK ENVIRONMENTAL
CONSULTANTS
Client: Brinker International, Inc.
Boring it: B-3
Project: Spageddies Restaurant
Project it: 752-93
Project Location: Fort Collins, Colorado
Drawn By: TMC
DRILLING & SAMPLING INFORMATION
FIELD & LABORATORY DATA
Date Started: 12-09-93
Hammer Wt. lb: 140
s-
4J
rt
3
:3
O
S-
(D
ale
+J
N
C
O
C)
N
4�
tz
3
''
r
J
-o
7
C7
J
+J
E
J
U
r-
4J
IN
ro
I
n.
x
ai
C
1 1
-
U
d-)
N
rd
G.
Date Completed: 12-09-93
Hammer Drop, in: 30
Drill Foreman: Schmidt
Split Sampler OD in: 2
Geologist:
Rock Core Die, in:
Boring Method: CFA
Shelby Tube OD, in:
DESCRIPTION
-C N
4J r
D_ b
O U
O N
r
d
E •
ro O
N Z
CL N
E cL
ro A
N F-
4I�
LL
\
r-
Z co
LL
0 fN
C7 H
SURFACE ELEVATION -
SILTY CLAY: brown, very sitff
w/sand & gravel - FILL
SILTY SANDY CLAY: brown, very
stiff w/gravel
SAND & GRAVEL: reddish brown,
compact
SILTY SANDY CLAY: reddish
brown, stiff to very stiff
SAND & GRAVEL: reddish brown
-
s
_
--10
--15
--20
SS
SS
SS
SS
SS
SS
SS
12
25
20
28
11
7
25
3.7
2.5
1.5
®
15
12
23
26
46
39
20
16
26
23
1
2
3
4
5
6
7
End of test boring at 21.5 ft
SAMPLE
AU -AUGER
BS-BAG SAMPLE
RC -ROCK CORE
SS -SPLIT SPOON
ST-SHELBY TUBE
GROUNDYATER
♦ AT COMPLETION 14.5 FT
* AFTER MR FT
ENCOUNTERED DURING
DRILLING FT
BORING METHOD
AR -AIR ROTARY
CFA- CONTINUOUS FLIGHT AUGERS
NSA -HOLLOW STEM AUGERS
RW-ROTARY WASH
RECORD OF
SUBSURFACE EXPLORATION
BENCHMARK ENVIRONMENTAL
CONSULTANTS
Client: Brinker International, Inc.
Boring #: 9-2
Project: Spageddies Restaurant
Project #: 752-93
Project Location: Fort Collins, Colorado
Drawn By: TMC
DRILLING & SAMPLING INFORMATION
FIELD & LABORATORY DATA
Date Started: 12-09-93
Hamner Wt., lb: 140
m
3
'a
C
0
I-
CD
+J
0
ai
0
U
L
N
+J
(or-
3
4.,
-
J
"a
•r-
0-
J
a-'
U
'^
i-)
W
ro
In.
v
r_
'-
U
'^
i-)
N
ro
a -
Date Completed: 12-09-93
Hammer Drop, in: 30
Dritl Foreman: Schmidt
Split Sampler OD in: 2
Geologist:
Rock Core Dia, in:
Boring Method: CFA
Shelby Tube OD, in:
DESCRIPTION
4J r-
o- ro
QJ U
0 N
M
E •
M 0
LO z
41
d d
E a
ro >,
N F-
4J
LL
.-
Z CO
LL
n.tn
Cr F-
SURFACE ELEVATION -
SILTY CLAY: brown, hard w/
sand & gravel - FILL
SILTY SANDY CLAY: light brown,
hard w/gravel
SILTY CLAYEY SAND: reddish
brown, compact w/gravel
SILTY SANDY CLAY: reddish
brown, very stiff
5
_
--10
-.15
-20
SS
SS
SS
SS
SS
SS
8
12
18
26
27
26
4.5
17
42
21
21
1
2
3
4
5
6
End of test boring at 16.5 ft
SAMPLE
AU -AUGER
BS-BAG SAMPLE
RC -ROCK CORE
SS -SPLIT SPOON
ST-SHELBY TUBE
GROUNDWATER
• AT COMPLETION Dry FT
* AFTER HR FT
ENCOUNTERED DURING
DRILLING FT
BORING METHOD
AR -AIR ROTARY
CFA- CONTINUOUS FLIGHT AUGERS
HSA-HOLLOW STEM AUGERS
RW-ROTARY WASH
RECORD OF
SUBSURFACE EXPLORATION
BENCHMARK ENVIRONMENTAL
CONSULTANTS
Client: Brinker International, Inc.
Boring #: B-1
Project: Spageddies Restaurant
Project #: 752-93
Project Location: Fort Collins, Colorado
Drawn By: TMC
DRILLING & SAMPLING INFORMATION
FIELD & LABORATORY DATA
Date Started: 12-09-93
Hammer Wt., lb: 140
i
CU
to
3
C
=3
o
i
C9
4^
C
Cu
a-)
o
U
S-
(U
+J
ro,—
3
4J
E
J
•r
7
C•
J
+)
r
E
•,-
U
4J
In
to
d
x
a�
v
C
H
�,
,-
U
{l
W
ro
CL
Date Completed: 12-09-93
Hamner Drop, in: 30
Drill Foreman: Schmidt
Split Sampler OD in: 2
Geologist:
Rock Core Dia, in:
Boring Method: CFA
Shelby Tube OD, in:
DESCRIPTION
4 r—
o. ro
ro u
M (N
CL
E
ro o
N Z
C. CU
E C.
ro T
V) F—
4�
LL
Z M
LL-
CL Le)
C7'F—
SURFACE ELEVATION -
-FILL-
SILTY CLAY: brown, very stiff
to hard w/sand & gravel
SILTY SANDY CLAY: reddish
brown to tan w/gravel,
intermittent sand & gravel
layers
SILTY CLAY: reddish brown,
stiff to very stiff
-
5
--ta
--15
_
--20
SS
SS
SS
SS
SS
SS
SS
13
6
13
12
8
11
15
3.5
3.2
4.54
2.5
1.0
1.5
2.2
18
21
14
24
26
25
20
49
21
28
1
2
3
4
5
6
7 I
End of test boring at 21.5 ft
SAMPLE GROUNDWATER BORING METHOD
AU -AUGER • AT COMPLETION 13.7 FT AR -AIR ROTARY
BS-BAG SAMPLE • AFTER HR FT CFA- CONTINUOUS FLIGHT AUGERS
RC -ROCK CORE ENCOUNTERED DURING HSA-HOLLOW STEM AUGERS
SS -SPLIT SPOON DRILLING FT RW-ROTARY WASH
ST-SHELBY TUBE
I
BENCHMARK ENVIRONMENTAL CONSULTANTS
APPENDIX
Boring Location Plan
Records of Subsurface Exploration
Key to Soil Symbols and Classifications
---
i
Brinker International, Inc.
BEC Project No. 752-93
December 19, 1993
j-- Page 20
This study 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, either expressed
or implied, are intended or made. In the event that any changes in the nature, design
or location of the project as outlined in this study are planned, the conclusions and
recommendations contained in this study shall not be considered valid unless the
changes are reviewed and the conclusions of this study modified or verified in writing
by the geotechnical engineer.
Environmental issues regarding this site are not addressed in this evaluation. Only
geotechnical recommendations for use in design of specific construction elements,
earthwork and quality control observation and testing during construction are
presented herein.
This firm does not practice or consult in the field of safety engineering. We do not
direct the contractor's operations and we cannot be responsible for other than our
jown personnel on the site; therefore, the safety of others is the responsibility of the
-- contractor. The contractor should notify the owner if she/he considers any of the
recommended actions presented herein to be unsafe.
i
IF
i�
iBrinker International, Inc.
DEC Project No. 752-93
December 18, 1993
f Page 19
than 5% tricalcium aluminate, be used in all concrete placed on or below the
ground.
Care should be taken so that all underground utility trenches and other
excavations made during construction are properly backfilled with a suitable
select material placed and compacted as described in Section 8.3. This will
lessen any possible settlements that may occur beneath the floor slab,
pavements, sidewalks and other flatwork.
j 9.0 GENERAL. COMMENTS
The analysis and recommendations presented in this study are based upon the data
obtained from the test borings at the indicated locations and from any other
i- information discussed herein. This study does not reflect any variations which may
occur between test 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 study. It is
I
recommended that the geotechnical engineer be given the opportunity to review the
plans and specifications so that comments can be made regarding the interpretation
I
and implementation of our geotechnical recommendations in the design and
specifications. It is further recommended that the geotechnical engineer be retained
by Brinker International, Inc. to supervise testing and observation during earthwork
and foundation construction phases to help verify that design requirements are
fulfilled.
Brinker International, Inc.
DEC Project No. 752-93
December 18, 1993
Page 18
pumping and general deterioration of this material. Therefore, it should be
anticipated that some construction difficulties will be experienced during
periods when material becomes saturated (wet). The contractor should
exercise caution during wet periods or when excavating near the
apparent groundwater level so as not to create a worsened soil
condition.
If construction of the project is accomplished during winter, steps should be
taken to prevent the soils under the footings, grade beams or floor slab from
freezing. IN NO CASE should the footings, grade beams, floor slab,
pavements or other flatwork be placed on frozen or partially frozen materials.
Frozen materials should be removed and replaced with a suitable select
material as described in Section 8.3.
If there is a possibility that the restaurant will stand unheated for an extended
period during winter, the bottoms of exterior footings or grade beams should
be placed at least 5 ft below exterior finished grade. Design of a foundation
insulation system is beyond the scope of this study. Also, a minimum dead
load of 500 psf should be applied to footings or grade beams to help
compensate for soil swell.
Soils in this area contain water soluble sulfates which are detrimental to
concrete. Therefore, it is recommended that Type II cement, containing less
I._
Brinker International, Inc.
BEC Project No. 752-93
December 18, 1993
Page 17
Select fill material placed in building, trash container, sidewalk, pavement and
other flatwork areas shall be approved by the geotechnical engineer. If the
on -site clayey soils are used as fill in the paved areas, they should be
compacted to at least 95 and not greater than 100% of standard Proctor
(ASTM D 698) maximum laboratory dry density at/or within 2 percentage
points above optimum moisture content. These soils should be free of organic .
matter and debris.
Compaction should be accomplished by placing the fill in about 6 to 8 in thick
loose lifts (thinner lifts should be placed where hand operated compaction
equipment is used) and compacting each lift to at least the specified minimum
dry density and moisture content. A soils technician, under the direction of
the geotechnical engineer, should perform field density tests on each lift as
necessary so that adequate compaction and moisture content are achieved.
8.4 Groundwater
No dewatering problems are anticipated during construction of the shallow
foundation system; however, if some groundwater seepage is encountered, care
should be exercised in pumping directly from the foundation excavation(s).
This may cause deterioration of the excavation base(s).
Due to the nature of the clayey soils found at/or near the surface, the traffic
of heavy equipment, including heavy compaction equipment, may create
0
Brinker International, Inc.
BEC Project No. 752-93
December 18, 1993
Page 16
from excavations and not allowed to pond. Concrete for foundations should
be placed as soon after completion of the excavations as possible.
If weak or loose pockets are encountered in footing or grade beam
excavations and it is inconvenient to lower the them, the proposed footing or
grade beam elevations may be re-established by backfilling after the
undesirable material has been removed. Backfilling may be done with a lean
concrete or a select material as described in Section 8.3. Soil backfill should.
be compacted to at least 95% of standard Proctor (ASTM D698) maximum
laboratory dry density. Such soil backfill should extend outward and
downward on a 1 to 2 (horizontal to vertical) slope from the base perimeter
of the footing or grade beam.
•. tt.. .,
Backfill or engineered fill placed beneath the foundation, floor slab, trash
container slab, sidewalks, pavements and other flatwork should be a select
well -graded material with no particles greater than 3 in and contain no more
than 20% passing the No. 200 US Standard Sieve. The liquid limit (LL) and
plasticity index (PI) of the material should not exceed 38 and 12, respectively.
The select fill should contain no deleterious material and should be compacted
to a dry density of at least 95% (90% under sidewalks and other flatwork
i
except trash container slab and 100% in upper 6 in of pavement subgrade) of
_ standard Proctor (ASTM D 698) maximum laboratory dry density within plus
or minus 2 percentage points of optimum moisture content.
c
i
Brinker International, Inc.
BEC Project No. 752-93
December 18, 1993
F Page 15
8.0 GENERAL CONSTRUMON PROCEDURES AND
RECOMMENDATIONS
It is possible that variations in subsurface conditions will be encountered during
construction. Also, some construction problems, particularly as to degree or
magnitude, cannot be anticipated until the course of construction. The
recommendations offered in the following paragraphs are intended not to limit or
preclude other conceivable solutions but rather to provide the client with our
observations based on our experience and understanding of the project characteristics
and subsurface conditions. So that the recommendations contained in this study are
adhered to, the geotechnical engineer should be retained by Brinker International,
Inc. to supervise the testing and observations during construction.
8.1 Site Preparation
All areas that will support the foundation, floor slab, trash container slab,
pavements, sidewalks and other flatwork should be prepared as outlined in
Section 7.0.
8.2 Foundation Excavations
All foundation excavations should be observed by the geotechnical engineer
- or his representative to determine if foundations will bear on satisfactory
materials. Loose, soft or wet material should be removed from the bases of
all foundation excavations. Soils exposed in the bottoms of all satisfactory
excavations should be protected against detrimental changes in -conditions,
such as disturbance, rain and freezing. Surface runoff should be drained away
0
j Brinker International, Inc.
BEC Project No. 752-93
December 18, 1993
Page 14
between the pavement and the properly prepared subgrade or geotextile
is optional.
7.7 Drainage
Adequate drainage should be provided at the site to minimize any increase in
moisture content of the underlying soils. Adjacent pavements, sidewalks, and
other flatwork should be sloped a minimum of 1% (4% for ground surface
surrounding the structure) to prevent ponding of water around the building.
Downspouts should be connected to gravity drains or discharge onto splash
blocks to prevent' erosion adjacent to the structure. In any case, good
drainage should be provided in paved areas. Also, good drainage should be
provided in paved areas since the at/and near surface soils are susceptible to
pumping and frost heave if they become saturated (wet). Pumping and frost
heave will contribute significantly to pavement failure. Drainage patterns
approved at the time of finish grading should be maintained throughout the
life of the building.
It is recommended that all joints in pavements and where pavements, trash
container slab, sidewalks, other flatwork, etc. butt against building foundation
and/or curbs be sealed. Sealing joints will help minimize the infiltration of
surface water into the underlying subgrade materials. In general, the sealant
used should remain plastic and flexible at normal service temperatures.
Periodic maintenance of sealed joints will be required.
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Brinker International, Inc.
DEC Project No. 752-93
December 18, 1993
Page 13
Asphaltic (bituminus) concrete pavement mixtures should have an
asphalt cement content of 3.5 to 7% by weight of aggregate.
Construction of the asphaltic (bituminus) concrete pavements should
be in accordance with Section 401 of Colorado Highway Specifications,
1981 Edition.
7.6.2 Concrete Pavements
As an alternate to the asphaltic concrete pavement, a pavement
consisting of 5 in (6-in in.entrances, exits and other heavy traffic areas)
of Portland cement concrete can be used in the parking and light traffic
areas. The concrete should conform to ASTM C-94 (Standard
Specifications for Ready -Mixed Concrete) and have a minimum 28-day.
compressive strength of 3,000 psi. The concrete should be placed with
a slump of 4 in plus or minus 1 in as determined by ASTM C-143
(Slump Test of Portland Cement Concrete). Adequate reinforcement
should be used to maintain the pavement as an integral structural unit
in the event that cracks develop in the pavement. Reinforcement can
consist of #3 bars placed 24 in on center each way (OCEW).
Additional reinforcing consisting of #5 bars, should be included
around openings for manholes, drains, etc. Contraction joints should
not be spaced greater than 20 ft OCEW. Air entrainment (5 to 7% by
total air by volume) will increase the service life of the concrete
pavement. A granular subbase consisting of a clean sand layer placed
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Brinker International, Inc.
BEC Project No. 752-93
December 18, 1993
',— Page 12
7.6.1 Asphaltic (Bituminus) Concrete Pavements
The following pavement design should prove adequate for parking and
drive areas provided traffic will consist of cars, light trucks and
occasional semitractor trailers. The pavement section should consist of
3 in of hot -mix asphaltic concrete composed of 1.5 in of binder course
(Grading E, CHS Sub -Section 703.04)` under 1.5 in of surface course
(Grading EX, CHS Sub -Section 703.04). The asphaltic concrete should
be placed on 5 in or more of high quality well -graded granular base
material (e.g. CHS Sub -Section 703.03, Class 6). The granular base
material should be placed directly on the properly prepared subgrade
_ or geotextile and compacted to at least 98 percent of the standard
Proctor (ASTM D 698) maximum laboratory dry density. In
i
entrances, exits and other heavy traffic areas, the granular base
thickness should be increased to 7 in.
As an alternate, a full depth pavement consisting of 5.5 in of hot -mix
asphaltic concrete composed of 4 in of base, Grading E, CHS Sub-
F Section 703.04, (increase to 5-in in entrances, exits and other heavy
traffic areas) under 1.5 in of surface course, Grading EX, CHS Sub -
Section 703.04 could be used. This pavement could be placed directly
on the properly prepared subgrade or geotextile.
i
'Co[orado (ffi8hwa� Specifications (C(HS), 1981 (Edition
i
9,
Brinker International, Inc.
EEC Project No. 752-93
December 18, 1993
Page 11
i t WTaUFTV Mo
The subgrade materials underlying adjacent sidewalks and other flatwork
should be prepared as recommended in Section 7.1. Sidewalks and other
flatwork should be placed on a minimum of 4 in of clean sand compacted to
at least 90% of standard Proctor (ASTM D 698) maximum laboratory dry
density.
7.6 Pavements
After removal of all vegetation, highly organic soils and debris, and prior to
placement of any fill, base or subbase materials, the exposed clayey subgrade
should be scarified to a,minimum depth of 8 in and compacted to at least 95
and not more than 100% of standard Proctor (ASTM D 698) maximum
laboratory dry density at/or within 3 percentage points above optimum
moisture content. Weak or compressible areas which cannot be satisfactorily
compacted should be removed and replaced with properly compacted select
material as described in Section 8.3. A geotextile consisting of Mirafi 500X,
Supac 5WS, or equivalent, could be used as an alternative to scarifying and
compacting the subgrade soils. Exception to this will be in weak and soft
areas. These areas should be improved as outlined above. Placement of the
geotextile should be in accordance with the manufacturer's specifications. If
fill is required in paved areas to raise the grade, it should be properly
compacted and consist of a select material as described in Section 8.3.
Brinker International, Inc.
BEC Project No. 752-93
December 19, 1993
Page 10
below finished grade of at least 4 times the shaft diameter for bearing capacity
considerations. Groundwater may be encountered. during pier installation
which may cause some difficulty. Casing and drilling mud may be required
to facilitate pier installation.
General - Consideration should be given to the required embedment depth of
the footing or pier to resist the overturning moment due to wind loads on the
particular sign. Determination of the embedment depth was beyond the scope
of this study; however, once the type of sign and loadings are known, we
would be happy to determine the embedment depth.
In using the above net pressures, the weight of the footing or pier below the
ground surface need not be included.
7.4 Trash Container Slab
Preparation of the subgrade materials underlying the trash container area
should be as outlined in Section 7.1. A net allowable bearing pressure of
2,000 psf can be used for design of the slab on grade.
If an asphaltic concrete pavement system is used, it is recommended that the
I
concrete trash container slab be designed to allow front wheels of trash vehicle
to rest on slab when trash container is being emptied. This will aid in
reducing possible adjacent pavement failure. The slab should be -designed to
resist rotational movements resulting from trash vehicle wheel loads.
- Brinker International, Inc.
DEC Project No. 752-93
December 19, 1993
Page 9
r— grade should be a minimum of 3 ft above the bottoms of all exterior grade
beams. Interior grade beams should have a minimum embedment depth of 1
ft below lowest adjacent grade.
Prior to construction of the slab foundation or placement of any engineered
, _. fill, the subgrade soils should be prepared as outlined in Section 7.1. Also, the
slab should be supported on a clean granular material with the inclusion of
j a vapor barrier as specified in Section 7.1.1.
Estimated total and differential settlements are not expected to exceed the
values mentioned in Section 7.1.
Monument Sign - A monument sign (vicinity of Boring 3) can be supported
by a continuous footing. A net allowable soil bearing pressure of 4,000 psf
can be used in dimensioning the footing founded on the existing soils a
minimum of 5 ft below the existing grade (ground surface existing at time of
_. our field exploration).
I
Pole Sign - A pole sign (vicinity of Boring 3) can be supported by a straight -
shaft drilled pier. A net allowable soil bearing pressure of 4,000 psf can be
used in dimensioning the pier founded a minimum of 6 ft below the existing
grade (ground surface existing at time of our field exploration). The pier
should have a minimum shaft diameter of 18 in and an embedment depth
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Brinker International, Inc.
BEC Project No. 752-93
December 18, 1993
Page 8
- material meeting the following gradation, as determined by ASTM D
422:
1-in 100
#4 0
In moisture sensitive areas, a vapor barrier consisting of 10 mil
polyethylene sheeting should be placed directly above the granular
blanket. A 2-in thick layer of damp, clean sand should be placed on
the vapor barrier to promote uniform curing of slab concrete and as a
i
_-. vapor barrier puncture protection during construction process. The
sand layer should be moistened with water just prior to concrete
placement.
A post -tensioned or reinforced, monolithic grade beam and slab foundation
system can be used to support the proposed restaurant. The slab foundation
should be designed with exterior and interior grade beams adequate to provide
sufficient rigidity to the foundation system. All grade beams and the floor
slab should be adequately reinforced with steel to minimize cracking as normal
movements occur in the foundation materials. A net allowable bearing
pressure of 2,400 psf can be used for design of grade beams bearing at least
1 ft below existing grade (ground surface existing at the time of our field
exploration). For frost protection and seasonal moisture changes, the exterior
Brinker International, Inc.
DEC Project No. 752-93
Dcccmbcr 19, 1993
j Page 7
proposed building area and adjacent trash container slab, sidewalks
and other flatwork. The exposed subgrade should be scarified to a.
minimum depth of 8 in and compacted to at least 95 and not greater
than 100% of standard Proctor (ASTM D 698) maximum laboratory
dry density at/or within 2 percentage -.points above optimum moisture
content. Weak or compressible areas which cannot be satisfactorily
compacted should be removed and replaced with a properly compacted
select material. If fill is required in the building area to raise the grade,
it should be properly compacted and consist of a select material as
described in Section 8.3. Compaction requirements and composition
of backfill or engineered fill are described in Section 8.3.
If the slab on grade floor system is rigidly connected to the foundation
rather than allowed to "float", it may be necessary to increase its
thickness. Adequate reinforcement should be provided to reduce
possible cracking that can occur in the slab and walls resulting from
foundation and slab movements.
Furthermore, it is recommended that floor slab be supported on a 4-in
thick layer of relatively clean granular material such as sand, sand and
gravel or crushed stone. This is to help distribute concentrated loads
and equalize moisture conditions beneath slab. If a capillary moisture
barrier is desired, the blanket should consist of a free -draining granular
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Brinker International, Inc.
BEC Project No. 752-93
_ December 1 g, 1993
Page 6
only loads applied at/or above the fmished floor need to be used for
dimensioning footings. Wall footings should be at least 18 in wide and
column footings should have a least dimension of 24 in for bearing capacity
considerations.
- It is important that all footings be located so that the least lateral distance
between any two footings will be at least equal to or greater than the
difference in their bearing elevations. This will reduce the pressure overlap of
adjacent footings.
_ Provided the aforementioned foundation system bears on materials approved
by the geotechnical. engineer, and placement, compaction and composition of
backfill or engineered fill are as outlined in Sections 8.2 and 8.3, it is estimated
that total footing settlements should be limited and not exceed approximately
1 in. Differential footing settlements should not exceed approximately 75%
of the estimated total settlement.
7.1.1 Floor System
The floor system (combined with a shallow footing foundation) for the
proposed restaurant can consist of a concrete slab designed to bear
uniformly on a granular base material placed on the existing soils or
1 an engineered fill. Prior to placement of the granular base or any
engineered fill, all vegetation, highly organic soils and debris should be
removed from within and for a distance of at least 2 ft beyond the
I �-
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Brinker International, Inc.
BFC Project No. 752-93
December 18, 1993
Page 5
C •k,u ♦1�: �•►
Following design recommendations have been developed on the basis of the
previously described project characteristics (Section 3.0) and subsurface conditions
(Section 6.0) encountered. The existing natural clayey soils and clayey fill soils
should provide adequate support for the shallow foundation systems recommended
below. Once finished floor elevation is established and if there are any changes
in the project criteria, such as relocating the building on the site, a review. should be
made by this office to evaluate if any further field exploration and/or modifications
in our recommendations contained herein will be required. Benchmark
Environmental Consultants should be retained to review final project plans and
specifications for compliance with the recommendations of this study.
The structural frame and walls of the proposed restaurant can be supported
on a shallow footing foundation system. A net allowable bearing pressure of
2,400 psf can be used in design of both column and continuous wall footings
bearing at least 1 ft below existing grade (ground surface existing at the time
of our field exploration). For frost protection and seasonal moisture changes,
the exterior grade should be a minimum of 3 ft above the bottoms of all
exterior footings. Interior footings should have a minimum embedment depth
of 1 ft below lowest adjacent grade.
In using the above net pressure, the weight of the footing and backfill over the
footing, including the weight of the floor slab, need not be considered. Hence,
Brinker International, Inc.
BEC Project No. 752-93
December 19, 1993
Page 4
Fstrength. Results of all laboratory observations and tests performed are provided on
the Records of Subsurface Exploration included in Appendix.
6.0 SUBSURFACE CONDITIONS
I
j -- Generally, subsurface materials within the 21.5 ft maximum depth explored consist
- of stiff to hard silty, sandy clays with varying amounts of gravel and intermittent
sand and gravel layers. Results of an Atterberg limit test indicate that the clays have
plasticity indices (PI) on the order of 12 to 28. These soils considered moderately
plastic and are subject to limited shrinking and swelling with corresponding changes
in moisture content. The clayey soils encountered in test borings to depths of
approximately 0.5 to 5 ft appear to be fill.
Groundwater was observed in Borings 1, 3 and 4 at depths of approximately 11.8 to
14.5 ft upon completion of the drilling operations. The groundwater level at the site
j could be expected to fluctuate with normal seasonal variations in precipitation and
surface runoff.
Further details concerning the subsurface materials and conditions encountered are
shown on the Records of Subsurface Exploration. The stratification lines shown on
the Records of Subsurface Exploration represent approximate locations of changes
between soil types; in -situ, the transition between materials may be gradual.
Ir
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Brinker International, Inc.
DEC Project No. 752-93
December 19, 1993
i Page 3
Representative samples of the subsurface materials were obtained by employing split -
spoon sampling procedures in general accordance with ASTM Standard Method D
1586. Relatively disturbed samples were obtained at selected depths in the test
borings by driving a standard 2 in O.D. split -spoon sampler 18 in into the subsurface
materials using a 140 lb hammer falling 30 in. The number of blows required to
drive the split -spoon sampler the final 12 in of penetration is recorded in the
appropriate column on the Records of Subsurface Exploration included in Appendix
A. Samples were sealed in plastic bags for use in future visual observations and
possible testing in the laboratory. Results of the standard penetration tests provide
a basis for estimating the relative strength and compressibility of the subsurface
profile components.
Records of Subsurface Exploration of all test borings, showing visual descriptions of
subsurface materials encountered, are included in Appendix. Sampling information,
pertinent field data, and field observations are also included. Samples will be
retained for 30 days from the date of this report after which time they will be
discarded unless client requests otherwise.
IWAX011-NdrA
0.
Soil samples were observed and classified by a registered geotechnical engineer in the
laboratory. To aid in classifying the soils and determining their general engineering
characteristics, Atterberg limit and moisture content tests were performed on selected
samples. Representative portions of the cohesive soils were also tested with a
calibrated pocket penetrometer to estimate the material's unconfined compressive
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Brinker 11ltCrn8t1OO8l, Inc.
DEC Project No. 752-93
December 18, 1993
Page 2
It is proposed to construct a Spageddies Restaurant on a vacant lot which is located
on the southwest corner of the intersection of Troutman Parkway and South College
Avenue in Fort Collins, Colorado. We understand the new restaurant will be
constructed at the approximate location shown on the Boring Location Plan, Figure
1, included in Appendix. The property has a relatively flat topography (estimated
difference in elevation across site is 2 to 3 ft) with ground cover consisting of grass,
weeds and a few trees. Surface drainage is generally to the southwest. It is suspected
that the past use of the property was residential.
The proposed restaurant will be a single story structure with a slab on grade floor
having plan dimensions of approximately 80 x 90 ft (Prototype 4). Maximum
- foundation loads for the building are expected to be light. Finished floor elevation
was not available at the time of this study. Portions of the site will be paved for
parking and vehicle traffic. No special loading conditions or settlement restrictions
have been specified by the client. The approximate location and dimensions of the
proposed restaurant were obtained from a Site Plan furnished by the client.
Q WAII I COWN';•
Standard rotary drilling equipment was used to drill a total of 7 test borings for this
study at the approximate locations shown on the Boring Location Plan, Figure 1,
included in Appendix. Conventional taping procedures were used in the field to
locate the test borings.
I� I
j FOUNDATION ENGINEERING STUDY
Proposed Spageddies Restaurant
SWC of Troutman Pkwy 8t South College Ave
Fort Collins, Colorado
-_ December 18, 1993
BEC Project No. 752-93
Ik Cif y •►
A Foundation Engineering Study has been completed for the site of the proposed
restaurant which is located on the southwest corner of the intersection of Troutman
Parkway and South College Avenue in Fort Collins, Colorado. This study was
authorized by Ms. Kim D. Williams of Brinker International, Inc. on December 1,
1993.
The purpose of this study was to gather information about the general subsurface
conditions by drilling test borings, and to make recommendations for use in design
of specific construction elements. Design recommendations are mainly found in
Section 7.0.
Also included is an evaluation of the site with respect to potential construction
problems and recommendations dealing with the earthwork and quality control
testing during construction to verify the subsurface conditions and to aid in
ascertaining that the soil connected construction phases are properly carried out. The
recommendations pertaining to construction are generally included in Section 8.0.
Exploration for underlying geologic conditions or evaluation of potential
geologic hazards such as seismic activity were beyond the scope of this study.
it
f
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i Brinker International, Inc.
Foundation Engineering Study
BEC Project No. 752-93
Tillsi psi
1.0 INTRODUCTION ................................................. 1
2.0 PURPOSE........................................................ 1
3.0 PROJECT CHARACTERISTICS ...................................... 2
4.0 SUBSURFACE EXPLORATION PROGRAM ............................ 2
5.0 LABORATORY ANALYSIS .......................................... 3
6.0 SUBSURFACE CONDITIONS ......... ........................... ... 4
7.0 DESIGN RECOMMENDATIONS ..................................... 5
7.1 Option 1: Footings ............................................... 5
7.1.1 Floor System ............................................... 6
7.2 Option 2: Slab on Grade ........................................... 8
7.3 Sign Foundation ................................................. 9
7.4 Trash Container Slab ............................................ 10
7.5 Sidewalks and Other Flatwork..................................... 11
7.6 Pavements .................................................... 11
7.6.1 Asphaltic Concrete Pavements ................................... 12
7.6.2 Concrete Pavements ......................................... 13
7.7 Drainage ..................................................... 14
8.0 GENERAL CONSTRUCTION PROCEDURES
AND RECOMMENDATIONS ........................................
15
8.1 Site Preparation ................................................
15
8.2 Foundation Excavations ..........................................
15
8.3 Fill Compaction ................................................
16
8.4 Groundwater ..................................................
17
- - 8.5 Special Considerations ...........................................
17
i
9.0 GENERAL COMMENTS ...........................................
19
APPENDIX
Boring Location Plan
_ Records of Subsurface Exploration
Key to Soil Symbols and Classifications
i
BENCHMARK ENVIRONMENTAL CONSULTANTS
6116 North Central Expressway
Suite 509
Dallas, Texas 75206
(214)363-5996
FAX: (214) 363-5994
December 18, 1993
Ms. Kim D. Williams
Brinker International, Inc.
6820 LBJ Freeway #200
Dallas, Texas 75240
RE: FOUNDATION ENGINEERING STUDY
Proposed Spageddies Restaurant
SWC of Troutman Pkwy & South College Ave
Fort Collins, Colorado
BEC Project No. 752-93
Dear Kim:
We .have completed a Foundation Engineering Study for the referenced site. This study
contains the results of our findings, an engineering interpretation of these with respect to the
available project characteristics and recommendations to aid in design and construction of
the foundation and other earth connected phases of this project.
When we can be of further assistance, please contact our office. The opportunity to provide
our services is appreciated.
Very truly yours,
BENCHMARK ENVIRONMENTAL CONSULTANTS
TMC/ACB/dc N
Distribution: (5) Client
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PE, G�:
2=1428 Z.-
Ohl��G:.
Jvl�'
ANDREW i
Vice President
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- 6r irn
r.
BENCHMARK ENVIRONMENTAL CONSULTANTS
FOUNDATION ENGINEERING STUDY
PROPOSED SPAGEDDIES RESTAURANT
SWC of Troutman Pkwy & S College Ave
Fort Collins, Colorado
BEC Project No. 752-93
Prepared for:
Ms. Kim D. Williams
Brinker International, Inc.
Dallas, Texas
December 18, 1993
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