HomeMy WebLinkAboutHIGHLINE AUTOS PUD - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -1
1
GEOTECHNICAL INVESTIGATION
TROUTMAN AUTO SALES,
I LOT 3, THIRD AMENDMENT TO
TROUTMAN P.U.D. , 2ND FILING
CITY OF FORT COLLINS,
LARIMER COUNTY, COLORADO
1
FOR
ill I GEFROH HATTMAN ARCHITECTS AND PLANNERS
1
1
1
1
CDS ENGINEERING CORPORATION
LOVELAND, COLORADO
PROJECT NUMBER
95-8515
DECEMBER 14, 1995
1
1
lINEF
CDS Engineering Corporation
December 14 , 1995
I Project No. 95-8515
IMr. Ric Hattman
Gefroh Hattman Architects & Planners
145 W. Swallow Road
IFort Collins, CO 80526
Dear Ric,
IEnclosed is the report you requested of the geotechnical
investigation for the proposed commercial buildings for
I
Troutman Auto Sales to be located on Lot 3 , Third Amendment to
Troutman P.U.D. , 2nd Filing, City of Fort Collins, Larimer
County, Colorado.
I The site is suitable for the construction of the proposed
commercial building, provided the design criteria and
l
recommendations given in this report are met.
IIf you have any further questions concerning the
information in this report, please contact this office.
II
Sincerely,001n rp,/
7iCDSEI0r, IW ,/...
n J. Wernsman, ia-;7;
Pro3 ct Engineer es..p.. 41.,I f111111111
AJW/pkw
Enclosures
I
I
I
I
I1714 Topaz Dr., Suite 215 • Loveland, CO 80537 • (970) 667-8010 • Fax: (970) 667-8024
I
ITABLE OF CONTENTS
Page
Letter of Transmittal i
Table of Contents ii, iii
I Scope 1
Site Investigation 1
I
Site Location and Description 2
Subsurface Conditions 2-3
Geology 3-4
IRecommendations and Discussion 4-13
Site Grading, Excavation, and Utilities 4-6
I Continuous Spread Footings and/or Grade Beams 6,7
Backfill 7
I Slabs-on-grade 8-9
Retaining Walls and Light Standards 9-11
I
Concrete Reinforcement 11
Foundation Drain System 11
Drive and Parking Lot Areas 12-13
IFlexible Pavement 12-13
General Recommendations 14, 15
IGeneral Comments 15, 16
ILocation of Test Borings Drawing No. 1
I
Symbols and Soil Properties Diagram No. 1
Log of Borings Drawing Nos. 2-1 to 2-3
Swell-Consolidation Test Results-Figure Nos. 1-1 to 1-3
I HVEEM (R-value) Stabilometer Test Results Figure No. 2
Nomograph - Flexible Pavements (CDOT) Figure No. 3
I Summary of Test Results Table No. 1
Post-Construction Site
I
Preparation and Maintenance Appendix I
Specifications for Placement of
Fill Material Appendix II
ii
1
SCOPE
This report presents the results of a geotechnical
investigation for the proposed commercial buildings for
Troutman Auto Sales to be located on Lot 3 , Third Amendment to
Troutman P.U.D. , 2nd Filing, City of Fort Collins, Larimer
County, Colorado. The investigation was prepared by means of
test borings and laboratory testing of samples obtained from
these borings.
This investigation was made to determine the type and
depth of foundation, allowable soil bearing pressures,
groundwater conditions, and any problems that might be
encountered during or after construction due to subsurface
conditions.
SITE INVESTIGATION
The field investigation performed on November 21, 1995,
consisted of drilling, logging, and sampling six (6) test
holes. The Location of the Test Holes is shown on Drawing No.
1. A Log of Borings is shown on Drawing Nos. 2-1 to 2-3 . A
Summary of the Swell-Consolidation Test Results is shown on
Figure Nos. 1-1 to 1-3 . A Summary of Test Results is shown on
Table No. 1.
The test borings were advanced with a four-inch (4")
diameter auger drill. A six inch (6") diameter auger drill
was used to sample for the R-Value. Laboratory samples were
obtained by driving a two and one-half inch (21/2") California-
type sampler into undisturbed soils with a 140-pound hammer
falling thirty inches (30") and by bagging samples exposed by
the six inch (6") auger.
Laboratory tests performed were - Swell-Consolidation,
Natural Moisture, Natural Dry Densities, Grain-Size Analysis,
Unconfined Compressive Strengths, Atterberg Limits, and HVEEM
Stabilometer.
1
I 2
SITE LOCATION AND DESCRIPTION
IThe site is located in the southwest part of the City of
Fort Collins, Larimer County, Colorado, between West
1 Horsetooth Road and West Harmony Road, just west of Highway
287. This site is relatively flat with vegetation consisting
of various grasses.
SUBSURFACE CONDITIONS
IRefer to Log of Borings, Drawing Nos. 2-1 to 2-3 . The
subsurface conditions were uniform throughout the site. A
I general description of the soils and/or rock encountered are
as follows:
I
Topsoil - A layer of approximately six inches (6") ofPYPPY
1 topsoil overlies the site on the southeast portion of the
site. The topsoil should not be used as foundation
I
bearing material, structural fill, or backfill. It is
suggested that the topsoil which has been stripped be
stockpiled and used for landscaped areas.
Gravelly Sand - Reddish-brown, dry, gravelly sand fill
I with varying clay was encountered beneath the topsoil to
depths varying from two to six and one-half feet (2 '-
I 61' ) .z
I
Sandy Silty Clay - Dark and reddish brown to light tan,
damp to moist to wet, stiff to soft, sandy silty clay was
encountered beneath the topsoil and gravelly sand fill to
Idepths varying from five to sixteen and one-half feet
5 ' -162' ) (TH1, 2 , 4, 5, 6) .
1
I
I
I 3
Bedrock - Gray and brown, moist to damp, weathered to
Iunweathered clayey sandstone was encountered beneath the
sandy silty clay to a depth of sixteen and one-half feet
I 162' ) . (TH 2)
I Groundwater was encountered in TH 1 twenty-four (24) hours
after drilling at a depth of approximately eleven feet (11 ' ) .
IISulfate concentrations are such that Type II cement could
I
be used for concrete exposed to the soils.
IGEOLOGY
The proposed commercial building site is located within the
IColorado Piedmont section of the Great Plains physiographic
province. The Colorado Piedmont, formed during Late Tertiary
I and early Quaternary time (approximately sixty-five million
year ago) , is a broad, erosional trench which separates the
I
Southern Rocky Mountains from the High Plains. Structurally,
the property lies along the western flank of the Denver Basin.
During the Late Mesozoic and early Cenozoic Periods
I approximately seventy million years ago) , intense tectonic
activity occurred, causing the uplifting of the Front Range to
the west and the associated downwarping of the Denver Basin to
1 In
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
I
Cretaceous Pierre Formation. The Pierre Shale is overlain by
colluvial and alluvial clays and gravels of Pleistocene and/or
Recent Age.
IThe regional dip of the bedrock in this area is slight and
in an easterly direction. Seismic activity in the area is
I anticipated to be low; therefore, from a structural
standpoint, the property should be relatively stable. In our
Iopinion, construction of the site should be designed in
I 4
accordance with the Uniform Building Code Seismic Zone 1. In
Iview of the relatively flat nature of the site, geologic
hazards due to mass movement, such as landslides, mudflows,
I etc. , are not anticipated. With proper site grading around
the proposed building and paved areas, erosional problems at
I the site should be minimal.
I
RECOMMENDATIONS AND DISCUSSION
It is our understanding that the proposed site will include
two (2) retail buildings. Asphalt paved parking area will be
I located across the site.
I Site Grading, Excavation, and Utilities
It is recommended that the upper eight inches (8") of
I topsoil and soils containing organics below the building,
fills, and paved areas be stripped and stockpiled for
reuse in planted areas. Th upper six inches (6") of the
subgrade below building, paved and filled areas should be
scarified and recompacted from zero percent (0%) to plus
Itwo percent (+2%) wet of optimum moisture and to at least
ninety-five percent (95%) of Standard Proctor Density
IASTM D698. It is important that the subgrade below
slabs-on-grade be at zero percent (0%) to plus two
I percent (+2%) wet of optimum moisture just prior to
placement of underslab gravel or concrete. Fill should
I consist of imported granular material approved by the
geotechnical engineer. Fill should be placed in uniform
I
six to eight inches (6" - 8") lifts and mechanically
compacted from zero (0%) to two percent (2%) wet of
optimum moisture and to at least ninety-five percent
I 95%) of Standard Proctor Density ASTM D698.
IA possibility exists that previously excavated/backfilled
areas will be encountered during construction. These
previously backfilled areas must be evaluated by the
II
Geotechnical Engineer prior to proceeding with
construction. Excavation and recompaction of these areas
is likely.
In computing earthwork quantities, an estimated shrinkage
0
factor of eighteen percent (18%) to twenty-three percent
23%) may be used for the on-site soils compacted to the
above recommended density.
All excavations should be dug on safe and stable slopes.
It is suggested that excavated slopes be on minimum
grades of 1 1/2 : 1 or flatter. The slope of the sides of
the excavations should comply with local codes and OSHA
regulations. Where this is not practical, sheeting,
shoring, and/or bracing of the excavation will be
required. The sheeting, shoring, and bracing of the
excavation should be done to prevent sliding or caving of
the excavation walls and to protect construction workers.
The side slopes of the excavation or sheeting, shoring,
or bracing should be maintained under safe conditions
until completion of backfilling. In addition, heavy
construction equipment should be kept a safe distance
from the edge of the excavation.
All utility piping should be adequately bedded for proper
load distribution. Backfill placed in utility trenches
in open and planted areas should be compacted in uniform
lifts at optimum moisture to at least ninety percent
90%) of the Standard Proctor Density ASTM D698 the full
depth of the trench. The upper four feet (4 ' ) of
backfill placed in utility trenches under roadways and
paved areas should be compacted at or near optimum
moisture to at least ninety-five percent (95%) of
Standard Proctor Density ASTM D698, and the lower portion
of these trenches should be compacted to at least ninety
percent (90%) of Standard Proctor Density ASTM D698 .
I .
6
Addition of moisture to and/or drying of the subsoils may
be needed for proper compaction. Expansive claystone
bedrock should not be used as backfill in areas to
receive buildings or paving.
Stripping, grubbing, subgrade preparation, and fill and
backfill placement should be accomplished under
continuous observation of the geotechnical engineer.
Field density tests should be taken daily in the
compacted subgrade, fill, and backfill under the
direction of the geotechnical engineer.
Continuous Spread Footing and/or Grade Beam Foundations
Because of the depth of the bedrock and the type of upper
soils encountered, a continuous spread footing and grade
beam foundation can be used.
The upper soils at the site exhibit swell pressures
ranging from 750 to 2100 pounds per square foot and a
volume change ranging from 0. 1% to as high as 0.7% when
wetted.
Where sandy silty clays are encountered in the excavation
the foundation may be a continuous spread footing and/or
grade beam foundation designed for a maximum allowable
bearing capacity of 3000 pounds per square foot
psf) (dead load plus full live load) and a minimum dead
load of 750 pounds per square foot to help counteract the
swelling should the subsoils become wetted. Total
differential movement is estimated to be 3/4 inch or
less. Four-inch (4") high void forms may be needed in
strategic areas under the grade beams in order to achieve
the recommended minimal dead load. The foundation is to
bear on natural sandy silty clays and not on uncompacted
fill, topsoil, or frozen ground. The bottom of all
II
foundation components should be kept at least thirty
inches (30") below finished grade for frost protection.
The open excavation should not be left open for an
extended period of time or exposed to adverse weather
conditions. The completed open excavation should be
inspected by a representative of CDS Engineering
Corporation in order to verify the subsurface conditions
from test hole data.
Backfill
Backfill placed adjacent to the building should consist
of the on-site sandy silty clays or imported granular
material approved by the geotechnical engineer. The
backfill should be mechanically compacted in uniform six
inch (6") to eight inch (8") lifts to a minimum of
ninety-five percent (95%) of Standard Proctor Density
ASTM D698. Foundation walls backfilled with on-site
clays may be designed with a hydrostatic pressure
distribution of 50 pounds per square foot per foot of
depth of backfill.Free-standing foundation walls
backfilled with imported granular material may be
designed using a hydrostatic pressure distribution and
equivalent fluid pressure of backfill of forty (40)
pounds per square foot per foot depth of backfill. Where
possible, granular soils should be used as backfill
adjacent to the inside foundation walls and the lower
portion of the exterior foundation wall of the structure.
The upper one (1) to two (2) feet of backfill adjacent to
exterior walls in open and planted areas should consist
of the on-site clay soils compacted to the above required
density.
1
1
II
1 8
Slabs-on-Grade
The sandy silty clay soil encountered in our test borings
exhibited a swelling condition when saturated from in-
situ moisture conditions.
Subgrade below slabs-on-grade should be prepared in
accordance with the recommendations discussed in the
Site grading, Excavation, and Utilities" section of this
treport. If imported granular materials are utilized as
fill below slabs-on-grade, the potential for slab
movement will be minimal.It is recommended that
imported granular material used at the site be placed
below the proposed building slab. If the subgrade below
slabs-on-grade is allowed to dry below the required
moisture, the subgrade should be prewetted from zero to
plus two percent (0 to +2%) of optimum moisture prior to
placement of underslab gravel and concrete. The moisture
content of the subgrade soil should be evaluated by the
geotechnical engineer prior to placement of slab
concrete. Slabs-on-grade should be designed and
constructed structurally independent of bearing members.
In our opinion, a vapor barrier may not be required below
slabs-on-grade. The vapor barrier will collect free
water and moisture penetrating the slab prior to building
enclosure. This collected moisture may be detrimental to
proper placement of certain floor coverings.
To minimize and control shrinkage cracks which may
develop in slabs-on-grade, we suggest that control joints
be placed every twelve (12) to fifteen (15) feet and that
the total area contained within these joints be no
greater than two hundred-twenty-five (225) square feet.
When slab construction will be undertaken in the winter
months, it is recommended that slabs-on-grade not be
poured until the building has been enclosed and heat is
1 9
available within the building area so that slab-on-grade
concrete is not placed on frozen ground. This will also
aid in proper curing of slab concrete.
1
We further recommend that nonbearing partitions placed on
floor slabs be provided with a slip joint (either top or
bottom) . Slip joints reduce pressure applied by heaving
floor slabs and thus minimize damage to the portion of
the structure above. It is emphasized that if the
subsoils are kept dry, movement of slabs-on-grade should
be minimal. However, if moisture is permitted to reach
the subsoils below the slabs, heaving may occur. Maximum
slab movement due to heaving of the subsoils is
anticipated to be approximately one inch (±1") . If the
excavation is dug to the sand and gravel depth, the slip
joint may be eliminated as the expansive material has
been removed.
Retaining Walls and Light Standards
Retaining walls three feet (3 ' ) or less in height
constructed at the site should be backfilled with the on-
site clay soils. The clay backfill should be compacted
in uniform lifts from zero (0%) to plus two percent (+2%)
wet of optimum moisture to a minimum of ninety-five
percent (95%) of Standard Proctor Density ASTM D698.
Retaining wall structures over three feet (3 ' ) in height
constructed a the site should be backfilled with
approved, free-draining granular material to within one
and one-half to two feet (1 2 ' - 2 ' ) of the top of the
structure. The granular backfill should be compacted to
at least seventy percent (70%) of Relative Density ASTM
D4253-83 , D4254-83 . The granular backfill should be
overlain by an untreated building paper or filter fabric
to prevent the overlying backfill from clogging the
filter material. The upper one and one-half to two feet
I
10
1 Z' to 2 ' ) of backfill behind retaining walls over three
feet (3 ' ) in height should consist of the on-site
impervious clay material compacted to the above-required
density. Retaining walls backfilled with the on-site
clays may be designed using a hydrostatic pressure
distribution and equivalent fluid pressure of fifty (50)
pounds per cubic foot per foot depth of backfill.
Retaining walls backfilled with imported granular
material may be designed using a hydrostatic pressure
distribution and equivalent fluid pressure of forty (40)
pounds per cubic foot per foot depth of granular
backfill. The maximum toe pressure should not exceed
three thousand pounds per square foot (3000 PSF) , and the
bottom of the footing should be placed a minimum of
thirty inches (30") below the low side finished grade for
frost protection. Footings should be founded on the
original, undisturbed soils or on properly compacted
structural fill constructed in accordance with the
recommendations discussed in the "Site Grading,
Excavation and Utilities" section of this report. Weep
holes should be provided in the retaining wall so that
hydrostatic pressures which may develop behind the walls
will be minimized. Positive drainage should be provided
away from the top of the wall to prevent ponding of water
in the area behind the wall.
IIt is recommended that all light standards be drilled
pier type foundations. The intensity of the ultimate
passive pressure of the upper silty soils encountered at
the site at depth Z may he expressed by the equation Pp
250Z pounds per square foot.Imported granular
materials may be expected to have an ultimate passive
pressure expressed by the equation Pp = 400Z pounds per
square foot. The above passive pressures may be used in
the design criteria for resisting lateral loads and
I 11
overturning moments developed on the pier.It is
Isuggested that a factor of safety of 1. 5 be used in
conjunction with the above equations. All piers should
Iextend a minimum of thirty inches (30") below finished
grade for frost protection. Piers should be founded on
I the original, undisturbed soil or properly placed fill
that has been compacted to a minimum of ninety-five
I percent (95%) of Standard Proctor Density ASTM D698 in
accordance with the recommendations discussed in the
Site Grading, Excavation land Utilities" section of this
Ireport.
Concrete Reinforcement
I Spread footings which are sixteen inches (16") in width
or less and are not subjected to overturning loads should
I be reinforced with a minimum of two (2) Grade 40 No. 4
rebar. For footings greater than sixteen inches (16") in
I
width, the footing should be designed and reinforced per
ACI 318 for all applied vertical and lateral loads. Stem
walls should be reinforced with a minimum of two (2)
IGrade 40 No. 4 rebar for each eighteen inches (18") of
height to resist temperature stresses. The stem walls
Ishould, however, be designed and reinforced to resist all
lateral and vertical loads per ACI 318. Caissons and
I grade beams should be reinforced per ACI 318.
I
Foundation Drain System
A peripheral or perimeter drain system is recommended
where slabs are to be placed below finished grade. The
Idrain should flow by daylighting. If this is not
possible, the drain should be connected to the storm
Isewer, or provisions for a sump pump for future
installation.
1
12
Drive and Parking Lot Areas
Flexible Pavement
It is our opinion that flexible pavement is suitable for
the proposed parking and drive areas and for the existing
street improvements. A flexible pavement should consist
of asphalt concrete underlain by crushed aggregate base
course.
R-values were determined from HVEEM Stabilometer tests
from samples taken from the parking and drive areas. R-
Ivalue obtained is 8 (See Figure No. 2) .
The structural pavement design follows the Colorado
Department of Highways Roadway Design Manual, Section
600, entitled "Design of Pavement Structures" . The
following criteria (which was determined for the
particular site) was used with the CDOH method for
determining the pavement sections listed on the following
pages.
18-kip Equivalent Daily Load 10 (Driveways)
Application (EDLA) 5 (Parking Areas)
Serviceability Index 2 . 0
Pavement Design Life 20 years
Strength Coefficients
Asphalt 0.40
Aggregate Base Course 0. 12
i
1
13
Based upon this information, the R-value (Figure No. 2) ,
Iand using the Colorado Department of Transportation
design nomograph (Figure No. 3) , the following minimum
pavement sections are recommended:
R-value = 8 Effective Resilient Modulus (MR) = 3337
Traffic Area Alternate Pavement Section - Total
ACS ABC Thickness
Driveways A 6. 50"6 . 50"
B 4 . 00" 8 . 50" 12 . 50"
Parking Areas A 5.75"5.75"
B 3 . 50" 7. 25" 10.75"
ACS = Asphaltic Concrete Surface
ABC = Aggregate Base Course
The crushed aggregate basecourse should meet State of
Colorado Department of Highways Class 5 or 6
specifications (Page 742 , Section 703 . 03) . The subgrade
below the proposed asphalt pavement should be prepared in
accordance with the recommendations discussed in the
Site Grading, Excavation and Utilities" section of this
report. Upon proper preparation of the subgrade, the
basecourse should be placed and compacted at optimum
moisture to at least ninety-five percent (95%) of
Standard Proctor Density ASTM D698 .
I
I .
I 14
GENERAL RECOMMENDATIONS
II1. Laboratory test results indicate that water soluble
sulfates in the soil are negligible, and a Type II
Icement may be used in concrete exposed to subsoils.
Slabs-on-grade subjected to de-icing chemicals
Ishould be composed of a more durable concrete with
low water-cement ratios and higher air contents.
I
2 . Finished grade should be sloped away from the
structure on all sides to give positive drainage.
Five percent (5%) for the first ten feet (10 ' ) away
I from the structure is the suggested slope.
3 . Gutters and downspouts should be designed to carry
Iroof runoff water well beyond the backfill area.
4 . Underground sprinkling systems should be designed
Isuch that piping is placed a minimum of five feet
5 ' ) outside the backfill of the structure. Heads
I should be designed so that irrigation water is not
sprayed onto the foundation walls. These
recommendations should be taken into account in the
Ilandscape planning.
5. Plumbing under slabs should be eliminated wherever
Ipossible since plumbing failures are quite
frequently the source of free water which may cause
Islab heave.
6. Footing and/or grade beam sizes should be
Iproportioned to equalize the unit loads applied to
the soil and thus minimize differential
I
settlements.
7. It is recommended that compaction requirements in
Ithe project specifications be verified in the field
with density test performed under the direction of
Ithe geotechnical engineer.
1
1
15
8 . It is recommended that CDS Engineering Corporation
or other registered professional structural
engineer design the substructure and that he take
into account the findings of this report.
GENERAL COMMENTS
This report has been prepared to aid in the evaluation of
the property and to assist the architect and/or engineer in
the design of this project. In the event that any changes in
the design of the structure or its location are planned, the
conclusions and recommendations contained in this report will
not be considered valid unless said changes are reviewed and
conclusions of this report modified or approved in writing by
CDS Engineering Corporation, the geotechnical engineer of
record.
Every effort was made to provide comprehensive site
coverage through careful locations of the test borings, while
keeping the site investigation economically viable.
Variations in soil and/or groundwater conditions between test
borings may be encountered during construction. In order to
permit correlation between the reported subsurface conditions
and the actual conditions encountered during construction and
to aid in carrying out the plans an specifications as
originally contemplated, it is recommended that CDS
Engineering Corporation be retained to perform continuous
construction review during the excavation and foundation
phases of the work. CDS Engineering Corporation assumes no
responsibility for compliance with the
recommendations included in this report unless they have been
retained to perform adequate on-site construction review
during the course of construction.
The soils at the site show a slight swell and consolidation
potential; therefore, future owners should be cautioned that
there is a risk of future damage caused by introduction of
1
I .
16
excess water to the soils and/or rock. All future owners
should be directed to those items under "Post-Construction
Site Preparation and Maintenance" in Appendix I, included in
this report.Our experience has shown that damage to
foundations usually results from saturation of the foundation
soils caused by improper drainage, excessive irrigation,
poorly compacted backfills, and leaky water and sewer lines.
The elimination of the potential sources of excessive water
will greatly minimize the risks of construction at this site.
The findings and recommendations of this report have been
obtained in accordance with accepted professional engineering
practices in the field of Geotechnical Engineering. There is
no other warranty, either expressed or implied. This report
applies only to the type of construction anticipated in the
area tested.The current technology for dealing with
expansive soils is not at a stage where a guarantee of
absolutely no damage" can be assured by design and
construction practices.
1
1 TROUTMAp AUTO SALES PkOPRTY
i
1
RA AL-ROAD R O. la/.
TNI TH 4
re_ 7 e
i
111 I 4
P
I 1
TH 5 _J_
111 e I-,TB 1
O
TF7 3
4
TEMP. I
OFFICE
1 a
I J
e T H G
e
I
I
i7ASoN ST/FEE T
1
LOCATION OF TEST BORINGS
DRAWN Sr DRAWINGIMVeLOcA -Ti0 N OF 1T HOLE No.
SCALE i .5O
I
I DATE:
I - 13-SS
I LC.S7ENc4)/A €RING _CORP.INoOJECT -
851 5
V I IV I U V I. nI vv..--. . . v. . . .---so.
I ' DIAGRAM NO. 1
SOIL AND ROCK
SAMPLERS
CLAY (CL,CL,MH,CN,OH) CALIFORNIA
I SILT {ML,OL) THIN-WALLED
a ,,
SAND (S'eY,SP,SM,SC) I SPLIT BARREL
55'C 7IIrs:p GRAVEL (G'Y,GP,GM,GC) BAG SAMPLE
Y5
I WEATHERED ROC<
r.
WEATHER
PITCHER
SHALE & CLAYSTONE
k JAR SAMPLE
II SANDSTONE
II 1
1rNETRATION
RESISTANCE FOR COHES1ONLESS SOILS ON STRENGTH CLASSIFICATIONS FOR COHESIVE SOIL
BASIS OF THE STANDARD PENETRATION TEST
INUMBER OF BLOWS
PER FT. , N * RELATIVE DENSITY CONSISTENCY COHESION, KSF'`*
I 0 - 4 VERY LOOSE
LOOSE
SOFT LESS THAN 0.5
4 - 1 0 F I FZ`+f 0.5 - 1 .0
10 - 30 MEDIUM STIFF 1 . 0 - 2.0
I
30 - 50 DENSE
VERY DENSE
VERY STIFF 2 . 0 - 4 . 0
OVER 50 HARD GREATER THAN 4 .0
II * BLOWS PER FOOT - BLOW OF 140 LB, _ EQUIVALENT TO PP/2 AND OU/2
HAMMER DROPPED 30 IN. TO DRIVE
I 2- INC, SPLIT-BARREL SAMPLER ONE
FOOT (ASTM DL586-67 ) .
1
1-
LOG OF BORING s
W
Iwc
I
I
ITHI TH2.
bi..
To 40; I -- 6
n +
w;f4 roots
z Gravelly Sant -- Redd«I.-brown, d,y , ri 11 ,
9/6 lvl+l,1 uarr ; a GlayJ
I 5/6 A/C '' Savtcty S;Iiy Clay -- Brow, 41, rcc ;611- rowo
I1/6" c, niois+ I s4-;"c-c +o .c
V(1ry
IN 1rvel.
f 9 / 6
I 10
10/6
7/6 "
f, ,
6 /5 — j 5(,Jd 5;I+ Clu -- L-4 +u„ wc+ So + (TN I)
I 7.< ,.
Y Y y 1
i
7, • i3r77f.VL -- Gray GA bmWN jrc1 •RtkQ 2, moi +,
15 SU?+fin !lardW8{C' tt? VhW°ttdRE'r
can yaY Srkr sfUV1P TN a).
1
1 I Q
I
I Drilled (l - al- 9,S
I
DRAWING
I NO.
D ep.1`n i-o GY'oU.r01wa4f,^.2_ iI
CDS ENGINEERING CORPORATION PROJECT
In--- 15
z
a LOG OF BORINGS4sg
IW
I
i
T45 TN
0r7").I Toppo;I -- 6 " + w;4 roofs
I %• Gravc1\y 5Juna -- $ro .,A' dry y
c ay eI •/' '
1n015 rr Wr+1 4P +t T..
r nay 6;I y C I0.1,3vownr r,•,Q lS+
I
10
i
I
I
I
Drill Eci )1- J- 9S
DRAWING
NO.
No GV'Ouvl wu+Encaun+Cy'ed• 2 - 3
PROJECTCDSENGINEERINGCORPORATIONNO. SS- 8515
z H
a LOG OF BORINGS
a
c
w
I
I
TH 3 YH 4
0
1
I6/6 6r4V[UV owh7 ry ifJ •16 /6" vurice ria
5
ID
rirvA hq 0 9.4k.14)
I
I
I
I
I
Dr ec,1 II- o-I- 95
1
1
DRAWING
NO.
No Gvvuhdw4+er v‘couvtevet.2_
CDS ENGINEERING CORPORATION I o EcT
q5- 5151
1 BORING NO. TH I
DEPTH
I
J
cn
I i
O 2
411\ -
I Q
0
Zi
4 L1 .
1 U
0.1 1.0 LOAD (KSF) 10 100
1 SAMPLE OF SANDY 5I(__TY CAI/ NAT. MOISTURE CONTENT °'.55(%)
NAT. DRY DENSITY Hs. 2o Pcf
1
IBORING NO. TH 1
DEPTH Jo'
1-
I-
1 I '
a
to I
1 z
O :
cz
i 8
cn 4z
Io
m LOAD (KSF ) 10 Ioo
I SAMPLE OF SANOY IL.TY Crl NAT. MOISTURE CONTENT a4 %)YNAT. DRY DENSITY 33,5a PCF
I SWELL - CONSOLIDATION TEST RESULTS
FIGURE
NO.
i 1
CDS ENGINEERING CORPORATION 1_ovELIU4O [PROJECT
COLORADOlNO• 9- "' IS
I
BORING NO. TH
DEPTH 4'
I
I W
C '
o
31
Z
1 41:;
1
4Z I
r
1
1 V
0.l 10 LOAD (KSF) '0 100
I NAT. MOISTURE CONTENT 3.6c%
SAMPLE OF .:A0nY f 121-Y CI-AY NAT. DRY DENSITY 110. 83 PCir
1
BORING NO. TH 2.
I I j J ( DEPTH a
I J
W
a
I r 1 e. ' Z 3
I
G
7_____ IL
0.. 1,0 LOAD (KSF ) '° loo
I ti AT. MOISTURE CONTENT 1 .56c°4SAMPLEOF .SAWTI SILTY CIA44,4AT. DRY DENSITY Iio 68 PcF
1 SWELL — CONSOLIDATION TEST RESULTS
FIGURE
N0.
1 1 - 2
CDS ENGINEERING CORPORATION LOVELcrco,PRa,ECT g5_ eSIs1 -GQLORADO NO•
I w r BORING NO. TN 3
DEPTH 3 '/;. '
I Lit I
3g
1 1
4
OZ I 1
1
0.1 LOAD (KSF) `o 100
I GRAV LLY NAT. MOISTURE CONTENT /a.oe cSAMPLEOFCLLYYSANDNAT. DRY DENSITY iO4.57 Port
ce
BORING NO. TH 4w
I
J DEPTH 2 '
v '
J C —
4,' '. *
2
Ca
I 174:;.
z
U
0.1 L0 LOAD (KSF ) 10 loo
I SAMPLE OF UL4YEELLS'NI) NAT. MOISTURE CONTENT 1c.5ooc°M
NAT. DRY DENSITY 08•0E PCF
s
SWELL — CONSOLIDATION TEST RESULTS
FIGURE
NO.
CDS. ENGINEERING. CORPORATION ic\ILtSriROJECT
I
GQL4RADOlNO• J6 -8516
It)•
D
I ontaA-
Cn z
vy0000000000Z g na A
ii ll Gill j1 1 IiI11l 11 ] iI iiIit1II ' i
i i i f i ' , I I , T 1 1 i 1 1_ Gzv?
j
5
n/ immi/ nn/nn n/ni D 0 O N
v/=O/=dn,m a,mnvu nu:Ns 2wUIurn
n 0 in zI1111NIHH!iIIIIIIIIIIIBIIHII11II1II Rl11lIJfl11IB1 o •z
II nn/n/I/ 1n n r
1 I
AM
in o <
1 r I i1 1I i
I !
9
U101il1Illi1
II i11(
i
1}
1 (i1! l III I o 111
1
i l i 1OisI
l l l j l ! C
0
t 1
j '
O I I1 iliIIpi ! }cu I ti r1ii ! 1 i
I
I I I
I I i 1 II
I
1
I
I n/nn/ n mum IA //:J/nnnn11//nn Wn/n//CP/n/ /f ln/pnnnnlAA/////ice !n/'/AnnN/n/nnnn/ n/// 1/ n C t- n n/m m/n//nn n I i n nr Cw c*) cri 0IIIIII111N/IN111181IhI11 IIIRMAIMIll
ill I 1 1 ji ] I i I 1 1 1 1 I
Q O m Ot
I ,
T !' Inmimnmaminimmnn///q
a sm N n/n n n/\
g3 o IIIi11111111111111I111 I IUIINI 111/1111 c o CV
11111 iiiuuimoouioiiuoiomiiuouia//IMoI/ • m/ //nI n/II/n//////11/N
IR O I n nNE/ II//Inn//I n
CO
I i 11
I dilm10.
I '
I I I L,.,... .
4_, 0a C
0
O
1 11il 14
u11111ilii
O
U1rs-H 111
S 1
O 1 IIi
CDS F;9ure No. .2.
I
o -o -
i I I I i I I nn n ri es
I 11 II 1. 11 n H
1\ 1 I I I I I I l L keiz\
1 I 1 1 1 L:
w . n ry ,
le) °'
O I I i I I I Z
a4 o ; r- + K
G7 O p O + - t i• + +
L j ryn o 0 0 o a L''
1-
0
11 ?" gin= h- c;
77
1 \ \\\\ 1 L„ z g
I I
C O o rIisI \ , kx
L
n s b
C' N \ 9. I- e"i /•1 it ri rt c-i
I I II 1 z N 0
1 rl n n `i r` U
1 CI
CS r .y ri K 4
V J.J. to .0.
C.. O . 1n+n - Et
I Q1 t one 6 c
a
Lj 1` U
0
I
C IIT . , I 1 ,S moo = a
o ur) `Sfli)GOIh` ,'f'.IZIS3fi " h= : .o ;n
1I0S Q33QvOE 31 ??33 f i felcf ct -,
14rt1on 17 :,: i
r-4 01.,
vptic
3A2
G • XT
r
I N dk 0- I jec
C
r
r.
co
o o II
I
suoi II!') SOI1VDfldd: Qb'OI 31XY 71 rs x
N
c
in 1 l` :ll 1t 3 `?`i 6I Tb'101 Q31 ti3ti _3 Ci —C2
C 11,E 1 • u1,li'7'i u rIi ',tit i' I • y t Z
I et r
cf.
f
1.11 O 11 O C
CA C Z 2
0
G h•O f
o 1
O o C 4 C
c: c
O
c
o C OI ; U t
c, c.
c.
c c - O C ` f
I I 6041 `. ." u'. -. U
r U L Vn C._• ..
a)` 'A1I113:•I133 a
I i o w
n b n
v
i
tll
de
TABLE I SHEET I OF 2
I SUMMARY OF TEST RESULTS DATE 1 z - 14 g.5-
TEST HOLE NO. TH I TH I TH a TH 2 TN 3 TN 4
DEPTH ( FT. ) 3 10 4
I/
54v4y 60.o y 5u4y Sco4v G vetly Gva.ve(I y
SOIL OR ROCK iI.F 1y5;1 -y Gil-I-y 5;1}y Clayey Clays
CI ay Ck4 Clay C1a JLtho, /6und/
y y
5a y Ckay 5ahity Clay
5.58 4. ;-5 13. ar 17. 5b 0. 09 10.50
NATURAL MOISTURE (%)
3, .41 IG. g3 a0. it 12. 64 8 .09
115. 0 99.5E I I O. 83 1 10. 6S 104.57 0 8. 05
DRY DENSITY (PCF)
PENETRATION 516 3 /6 S / 6 10 / 6 IS /6
SLOWS/ IN. )6 6/C II / G 1o/G la /6 16 /6
SWELL @ 600 PSF 0. 6 0• 3 0. . 0.7 O. I CJ•5
SWELL PRESSURE ( PSF) 1 6 00 1150 2. I00 750 I l OO
UNCONFINED
COMPRESSIVE a aQ v G 6 13 z a o a 614 6 56 a7
STRENGTH (PSF)
STRAIN y
SO4 (PPM)
5.
LIQUID LIMIT 35.00
t
q
PLASTICITY INDEX 14. 68 F•
PASSING t#.-200 7 7K.CJ
i,
USC GL
AASHTO GROUP INDEX
MAXIMUM DRY
DENSITY ( PCF)
OPTIMUM
i.
MOISTURE CONTENT (%)
CER F
R-VALUE
LOVELAND PROJECT
CDS ENGINEERING CORPORATION
COLORADO NO. 5 - ,5
TABLE I SHEET 2 OF 2
SUMMARY OF TEST RESULTS DATE 4
TEST HOLE NO. TH G
DEPTH ( FT. )
1
Coh,posite
SOIL OR ROCK ro,vcty
Clayey
SuvJ,
r Clay
NATURAL MOISTURE (%)
DR`: DENSITY (PCF)
PENETRAT(ON
SLOWS/ IN. )
SWELL @ PSF
SWELL PRESSURE (PSF)
UNCONFINED
COMPRESSIVE
STRENGTH (PSF)
STRAIN
SO4 PPM)
LIQUID LIMIT
IIPLASTICITY INDEX
o PASSING #200
USC
AASHTO GROUP INDEX
MAXIMUM DRY
DENSITY (PCF)
OPTIMUM
MOISTURE CONTENT (°!o)
L,.
ceR
R-VALUE Q
CDS ENGINEERING CORPORATION
LOVELAND PROJECT
g3 _ 851.5
COLORADO NO.
I
APPENDIX I
POST-CONSTRUCTION SITE PREPARATION AND MAINTENANCE
Backfill
When encountering potentially expansive or consolidating
soils, measures should be taken to prevent the soil from being
wetted during and after construction. Generally, this can be
accomplished by ensuring that the backfill placed around the
foundation walls will not settle after completion of
construction, and that this backfill material is relatively
impervious. Expansive claystone bedrock should not be used as
backfill against foundation walls. Water may need to be added
to backfill material to allow proper compaction -- do not
puddle or saturate. Backfill should be mechanically compacted
to at least 95% of Standard Proctor around all structures, and
90% of Standard Proctor elsewhere. Compaction requirements
should be verified with field tests by the Engineer.
Surface Drainage
The final grade should have a positive slope away from the
foundation walls on all sides. A minimum of twelve inches
12") in the first ten feet (10 ' ) is recommended. Downspouts
and sill cocks should discharge into splash blocks that extend
beyond the limits of the backfill. Splash blocks should slope
away from the foundation walls. The use of long downspout
extensions in lieu of splash blocks is advisable. Surface
drainage away from the foundation should be maintained
throughout the lifetime of the structure.
Lawn Irrigation
Do not install sprinkler systems next to foundation walls,
porches, or patio slabs. If sprinkler systems are installed,
the sprinkler heads should be placed so that the spray from
the heads under full pressure does not fall within five feet
5 ' ) of foundation walls, porches, or patio slabs. Lawn
irrigation must be carefully controlled.
If the future owners desire to plant next to foundation walls,
porches, or patio slabs, and are willing to assume the risk of
structural damage, etc. , then it is advisable to plant only
flowers and shrubbery (no lawn) of varieties that require very
t little moisture. These flowers and shrubs should be hand
watered only. Landscaping with a plastic covering around the
foundation area is not recommended. Check with your local
11
landscaper for fabrics which allow evaporation while
II
inhibiting plant growth when a plastic landscape covering is
desired.
Experience shows that the majority of problems with
foundations due to water conditions are generally due to the
owner's negligence of maintaining proper drainage of water
from the foundation area. The future owners should be
directed to pertinent information in this report.
REV 06/17/85
11
t
I .
APPENDIX II
SPECIFICATIONS
FOR
PLACEMENT OF FILL MATERIAL
I. Site Preparation
A. Scope
This item shall consist of clearing and grubbing,
removal of existing structures, and preparation of
land to be filled, preparation of the site from
which the fill material is to be borrowed, and all
subsidiary work necessary to prepare the site to be
filled according to the plans and specifications.
B. Description of Work
All timber, logs, trees, brush and rubbish shall be
removed and disposed of in a manner approved by the
Engineer.
All vegetation and substantial amount of topsoil
shall be removed from the surface upon which the
fill is to be placed. The surface shall then be
scarified to a depth of at least ten inches (10") ,
and until it is free from such defects that would
hinder the uniform compaction by the equipment
used.
When fills are made upon hillsides or slopes, the
original ground shall be scarified deeply, or
benched, if slopes are in excess of five (5)
horizontal to one (1) vertical are encountered, or
as directed by the Engineer.
1
I
II. Placement of Fills
A. Scope
This item shall consist of compaction of the area
to be filled, backfilled, filling of the land,
compaction and control of the fill, and all
subsidiary work necessary to complete the grading
according to the plans and specification.
B. Description of Work
After the site to be filled has been properly
prepared, it shall be bladed until it is uniform
and free of large clods. The foundation for the
fill shall be brought to the proper moisture
content and compacted to not less than 95% of
maximum dry density, in accordance with current
ASTM D1557, or to such other density as may be
determined appropriate for the materials and
conditions and acceptable to the Engineer.
Materials for fill shall consist of materials
selected or approved by the Engineer. The
materials shall be borrowed from sites selected or
approved by the Engineer, and shall be free of
vegetation or other deleterious materials, and
shall not contain rocks or lumps larger than six
inches (6") in diameter.
The fill material shall be placed in uniform layers
and compacted to meet the requirements as directed
by the Engineer. Each layer shall be thoroughly
mixed to insure uniformity in each layer.
Compacted layer thickness shall be no greater than
six inches (6") unless approved otherwise by the
Engineer.
If the selected or approved fill material contains
rock, the maximum rock size shall be six inches
6") in diameter. Care should be taken to insure
all voids are filled. No large rocks shall be
placed within twelve inches (12") of the finished
surface.
Each layer shall be thoroughly compacted to the
specified density. The required density shall
normally be 95% of maximum dry density, as provided
in accordance with ASTM D1557 . The compacted
density may vary according to the type of material
used, and will be specified by the Engineer.
1 .
Compaction of the fill shall be such that a uniform
density is obtained. Compaction shall be
accomplished with 2% of the optimum moisture
content.
All slopes shall be compacted until the slopes are
stable, but not too dense to prohibit slope control
planting. Slope compaction may be done in
increments as the fill progresses or when the fill
is brought to its total height.
Field density tests shall be made by the Engineer
on each layer of fill according to ASTM D1556,
D2167, or D2922 . Tests shall be taken in the
compacted layer, below the disturbed surface. If
the tests show inadequate density, that layer or
portion of the layer shall be reworked until the
required density is obtained.
Fill material shall not be placed on frozen or
thawing ground, or during unfavorable weather
conditions. Fill operations shall not begin or
resume until the base, or previous fill, is
certified at the required density and moisture
content.
1
1
H IGHL INS AUTOS P _ LT _ D _
HAZARDOUS MATLR IALS
IMPACT ANALYS I S
Type of Project . - The project is a Auto Sales Facility for
previously owned vehicles
Project Location - The project is located on S . Mason, south of
Troutman and directly west of Target .
Description The project is to be phased. The first phase of
the project will consist of the lot plus a
temporary sales building. The second phase will
provide for a site constructed sales building
and a repair and detailing facility. Minor
amounts of cleaning solvents and petroleum
bases compounds will be stored within the
building.
The quantity and type of these materials is
unknown at this time. At the time of building
permit for the second phase of the project, a
list will be submitted noting the type and
quantity of these materials for the review and
storage requirements of the Poudre Fire
Authority.
TRAFFSC SMPACT REPORT
for
HSGHLSNE AUTOS
This letter is submitted to address the impacts of the this
land use within the framework of the City of Ft . Collins traffic
network. This letter is submitted at the request of the
Transportation Department as noted in the Concept Review Comments
for this project . A full traffic report was not requested only a
summary of the project details .
BACKGROUND:
The project is designed to be an auto sales facility dedicated
to the sale of previously owned cars .
The project is scheduled to be a two phase project with the
most intense usage of the completed planned facilities to
occur in a time frame of five to seven days from the opening
of the business.
DATA:
Estimated number of employees on
site at one shift 10
Anticipated peak day Saturday
Anticipated peak hours 2 : 00pm - 5 : 00pm
Recommended parking 15
Hours of operation 9 :00am - 9 :00pm
Estimated Daily Trips Generated 164 per day
Peak hour trip generation 30 per hour