HomeMy WebLinkAboutWOODWARD TECHNOLOGY CENTER (FORMERLY LINK-N-GREENS) - PDP - PDP130001 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTSUBSURFACE EXPLORATION REPORT
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
EEC PROJECT NO. 1122080
Prepared for:
The W.W. Reynolds Companies
1800 Broadway, Suite 210
Boulder, Colorado 80302
Attn: Mr. Jeffrey Wingert (jwingert@wwreynolds.com)
Prepared by:
Earth Engineering Consultants, Inc.
4396 Greenfield Drive
Windsor, Colorado 80550
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
October 31, 2012
The W.W. Reynolds Companies
1800 Broadway, Suite 210
Boulder, Colorado 80302
Attn: Mr. Jeffrey Wingert (jwingert@wwreynolds.com)
Re: Preliminary Geotechnical Exploration Report
Lemay/Lincoln Campus
Fort Collins, Colorado
EEC Project No. 1122080
Mr. Wingert:
Enclosed, herewith, are results of the preliminary geotechnical subsurface exploration
completed by Earth Engineering Consultants, Inc. (EEC) personnel for the proposed
campus development at South Lemay Avenue and East Lincoln Avenue in Fort Collins,
Colorado. This exploration was completed in general accordance with our revised
proposal dated October 11, 2012.
We understand this project generally involves the development of an office/manufacturing
campus west of South Lemay Avenue and south of Lincoln Avenue in Fort Collins,
Colorado. We expect the proposed site buildings will have light to moderate foundation
and floor loads. On-site parking and drive areas will be constructed as a part of the
development. We understand 2 to 5 feet of fill be necessary in the improvement areas to
develop site grades.
Subsurface conditions at the boring locations generally included a relatively thin mantle of
silty clayey sand/sandy silty clay overlying sand and gravel alluvial soils. The site sands
and gravels contained apparent cobble size materials and were underlain by moderately
hard to hard predominately sandstone bedrock. The bedrock contained occasional zones of
siltstone and claystone. Free groundwater was observed at depths ranging from
approximately 6 to 8 feet below present ground surface at the boring locations.
SUBSURFACE EXPLORATION REPORT
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
EEC PROJECT NO. 1122080
October 31, 2012
INTRODUCTION
The preliminary geotechnical subsurface exploration for the proposed office/manufacturing
campus at the southwest corner of South Lemay Avenue and Lincoln Avenue in Fort Collins,
Colorado, has been completed. Thirteen (13) soil borings extending to depths ranging from
approximately 15 to 50 feet below present site grades were advanced on the development
parcel to develop information on existing subsurface conditions. Individual boring logs and
diagrams indicating the approximate boring locations are included with this report.
We understand the entire site includes approximately 90 to 100 acres at the southwest corner
of South Lemay Avenue and Lincoln Avenue in Fort Collins; although, only a portion of the
property will be developed. The proposed development will be an office/manufacturing
campus with potential retail located adjacent to South Lemay. The new campus buildings are
expected to have light to moderate foundation loads; continuous wall loads in the range of 3 to
5 kips per lineal foot and column loads less than 250 kips. The retail buildings will likely be
lightly loaded. On-site paved drive and parking areas will be constructed as a part of the
development. We anticipate Lincoln Avenue would also be upgraded as a part of this
development.
We understand site fills will be required in the new building areas to develop site grades. It is
our understanding that preliminary consideration has been given to excavating site materials
from the south portion of the site near the Cache La Poudre River and using granular materials
from that location for fills on the remainder of the site. On-site storm water management may
include constructed infiltration basins/dry wells to facilitate storm water infiltration.
The purpose of this report is to describe the subsurface conditions encountered in the borings,
analyze and evaluate the test data and provide preliminary geotechnical recommendations
concerning the proposed site development.
Earth Engineering Consultants, Inc.
EEC Project No. 1122080
October 31, 2012
Page 2
EXPLORATION AND TESTING PROCEDURES
The boring locations were selected by Earth Engineering Consultants, Inc. (EEC) personnel
with input from W.W. Reynolds and Interwest Consulting Group. After completion of the
field borings, the boring locations were located by survey by Northern Engineering personnel
and ground surface elevations at the boring locations determined at that time. The elevations
of top-of-pipe for six (6) installed piezometers was determined by Northern Engineering
personnel.
The borings were performed using a truck mounted, CME-75 drill rig using nominal 6¼-inch
ID hollow stem augers. The hollow stem augers were required to maintain open boreholes for
sampling of the subgrade materials and installation of the site monitor wells/piezometers.
Samples of the subsurface materials encountered in the test borings were obtained using split
barrel and California barrel sampling procedures in general accordance with ASTM
Specifications D1586 and D3550, respectively.
In the split barrel and California barrel sampling procedures, standard sampling spoons are
driven into the ground by means of a 140-pound hammer falling a distance of 30 inches. The
number of blows required to advance the split barrel and California barrel samplers is
recorded and is used to estimate the in-situ relative density of cohesionless materials and, to a
lesser degree of accuracy, the consistency of cohesive soils and hardness of weathered
bedrock. All samples obtained in the field were sealed and returned to the laboratory for
further examination, classification, and testing.
At six (6) of the boring locations, PVC monitor wells/piezometers were installed prior to
backfilling the borings. The piezometers were constructed with manufactured well screen and
solid riser pipe with a bentonite seal placed above the screen portion of the pipe and 4-inch
steel protective covers which were grouted into place around the PVC well pipe. The
approximate piezometer locations are indicated on the attached boring location diagram and
the approximate configuration of each of the wells is depicted on the appropriate boring logs.
The Colorado Division of Water Resources (CDWR) was notified of the intent to construct the
monitor wells on the property and that notification was acknowledged. Copies of that
Earth Engineering Consultants, Inc.
EEC Project No. 1122080
October 31, 2012
Page 3
notification and acknowledgment are included with this report. Logs of the monitor well
installation will be sent to CDWR as will a water well permit application. Notification needs
to be provided to CDWR upon removal of the monitor wells. The wells need to be removed
within one year of the date of installation unless a well permit is obtained.
At five (5) of the piezometer locations, field percolation tests were completed on the in-situ
near surface soils. Percolation tests at each location were completed in three (3) prepared
boreholes extending to depths of approximately 3 feet with percolation tests performed after
approximately 24 hours of pre-soaking. The approximate locations of the field percolation
tests are indicated on the attached boring location diagram and results of the percolation tests
are indicated on attached summary sheet.
Laboratory testing completed on the samples recovered from the test borings included
moisture content and visual classifications of each of the samples. Dry density tests were
completed on appropriate samples and the unconfined compressive strength of selected
samples was estimated using a calibrated hand penetrometer. Wash sieve analysis and
Atterberg limits tests were completed on selected samples to evaluate the quantity and
plasticity of the fines in the subgrade soils and wash gradations were completed on
representative bulk samples of the subgrade alluvial materials obtained from auger cuttings.
Swell/consolidation tests were completed on selected samples of overburden and bedrock
materials to evaluate the potential of those materials to change volume with variation in
moisture content and load. Results of the outlined tests are indicated on the attached boring
logs and summary sheets.
As part of the testing program, all samples were examined in the laboratory by an engineer
and classified in accordance with the attached General Notes and the Unified Soil
Classification System based on the soil’s texture and plasticity. The estimated group symbol
for the Unified Soil Classification System is indicated on the boring logs and a brief
description of that classification system is included with this report. Classification of the
bedrock was based on visual and tactual observation of disturbed samples and auger cuttings.
Coring and/or petrographic analysis may reveal other rock types.
Earth Engineering Consultants, Inc.
EEC Project No. 1122080
October 31, 2012
Page 4
SITE AND SUBSURFACE CONDITIONS
The proposed campus site is located west of South Lemay Avenue and south of Lincoln
Avenue in Fort Collins. The project site is currently a golf course with various water features
and mature landscaping. The site is relatively level with surface drainage generally to the
south towards the Cache La Poudre River and varying localized surfaces with elevated
fairways and greens. Additional existing site improvements include a club house and various
maintenance facilities. We expect those improvements will be razed as a part of the site
development.
Based on results of the field borings and laboratory testing, subsurface conditions can be
generalized as follows. The site surface is predominately grass covered with a small drive and
parking area in the northwest corner of the site. Vegetation and a thin mantle of topsoil were
observed at the boring locations. The topsoil/vegetation was underlain by brown silty clayey
sand to sandy silty clay extending to depths ranging from approximately 1 to a maximum of 7
feet below present site grades with the depth of the fine grain soils most commonly in the
range of 1 to 4 feet. It should be noted that the site test borings were completed in areas
outside of the fairways and greens; greater depths of overburden soils are likely to be
encountered in the fairway and green areas.
The near surface silty clayey sands/sandy silty clays were underlain by alluvial deposits of
sands and gravels with apparent cobbles. The alluvial soils were generally medium dense to
dense and extended to depths ranging from approximately 12 to 18 feet.
The overburden soils were underlain by highly weathered to weathered bedrock composed
predominately of siltstone/sandstone with smaller zones/seams of claystone bedrock. The
bedrock became less weathered with depth. The bedrock was generally moderately hard to
hard/poorly cemented to cemented.
The stratification boundaries indicated on the boring logs represent the approximate locations
of changes in soil and rock types; in-situ, the transition of materials may be gradual and
indistinct.
Earth Engineering Consultants, Inc.
EEC Project No. 1122080
October 31, 2012
Page 5
WATER LEVEL OBSERVATIONS
Observations were made while drilling and after completing the borings to detect the presence
and depth to hydrostatic groundwater. In addition, monitor wells/piezometers were installed
at six (6) boring locations to allow for on-going measurement of groundwater levels. At the
time of drilling, groundwater levels were generally in the range of 6 to 8 feet below current
ground surface. We expect those measurements depict the depth to the piezometric surface
reasonably well in the high permeability alluvial soils encountered at the test boring locations.
Fluctuations in groundwater levels can occur over time depending on variations in hydrologic
conditions, water flows in the adjacent Cache La Poudre River and other conditions not
apparent at the time of this report. Zones of perched and/or trapped groundwater may occur at
various times throughout the year in more permeable zones in the subgrade soils, in the
subgrade soils immediately overlying the bedrock formation or in seams or zones interbedded
within the sedimentary bedrock. The location and amount of perched/trapped water can also
vary over time depending on variations in hydrologic conditions and other conditions not
apparent at the time of this report.
ANALYSIS AND RECOMMENDATIONS
General Preparation
We understand existing structures will be removed from the site as a part of the site
development. The existing foundations, floor slabs, footings and all structural elements of those
buildings should be removed as a part of the site preparation. In addition, all existing site fill and
backfill materials should be evaluated or removed and replaced as a part of the site development.
All trees, shrubs and bushes along with their root systems, and any dry and associated soil
surrounding the root systems should be removed from the areas of the site structural
improvements.
Earth Engineering Consultants, Inc.
EEC Project No. 1122080
October 31, 2012
Page 6
The near surface silty clayey sands/sandy silty clays observed in test borings show low in-situ
strengths and, in general, are subject to instability and strength loss when wetted. We
recommend those materials be removed from within the proposed building locations. The silty
clayey sands/sandy silty clays could be used in landscape portions of the site and could
potentially be used for fill in the pavement portions of the site. When using these materials for
fill in the pavement areas, it should be acknowledged that use of this material in near surface
subgrades beneath the pavements (i.e. within the top 2 feet) may result in need for stabilization
of the subgrades to develop stable pavement subgrades for paving. Stabilization of the pavement
subgrades with the addition of Class C fly ash or placement of structural fill for the top 2 feet of
the subgrades beneath the pavements could both be considered to develop reasonably stable
subgrades for placement of the pavement sections.
In general, all existing vegetation and/or topsoil should be removed from improvement areas.
In addition, the overlying silty clayey sands/sandy silty clays should be removed full depth to
the underlying alluvial granular soils within all building areas. Scarification and recompaction
of granular subgrade soils in the building areas would not be required prior to placement of
new fills. In areas where the site silty sandy clay/silty clayey sands would remain in-place,
scarification, adjustment of moisture content and recompaction of those materials would be
required prior to placement overlying fills or improvements. The moisture content of scarified
soils should be adjusted to be within the range of ±2% of standard Proctor optimum moisture
content at the time of compaction. Those soils should generally be compacted to at least 95%
of standard Proctor maximum dry density in areas where overlying structural improvements
will be constructed including pavement areas or flatwork areas. Compaction could be reduced
to 90% of standard Proctor maximum dry density in areas that are landscaped and will not see
future overlying improvements.
Fill soils required to develop the building foundation or floor slab subgrades should consist of
approved, low volume change granular materials which are free from organic matter and
debris. The site alluvial soils consisting of the sands and gravels could be used for fill in these
areas. Sands and gravel obtained from the south portion of the site could be used as fill in
these areas. Off-site import materials consisting of Colorado Department of Transportation
Class 5, Class 6 or Class 7 aggregate base materials could also be used as structural fill for the
Earth Engineering Consultants, Inc.
EEC Project No. 1122080
October 31, 2012
Page 7
building areas. Structural fill materials consisting of similarly graded recycled concrete could
be used in the building and pavement areas to develop the floor slab and foundation subgrades
and pavement support. The fill placement zone should extend outside the perimeter of each
building a minimum of 8 inches for each 12 inches depth of fill in the building area. Those fill
materials should be placed in loose lifts not to exceed 9 inches thick, adjusted to a workable
moisture content and compacted to at least 98% of the materials maximum dry density as
determined in accordance with ASTM Specification D698, the standard Proctor procedure.
After preparation of the subgrades, care will be necessary to avoid disturbing the in-place
materials. Subgrade materials disturbed by the construction activities or materials which
become dry and desiccated or wet and softened may require removal and replacement prior to
placement of overlying improvements.
Footing Foundations
For lightly to moderately loaded buildings supported on newly placed and compacted fill soils
as outlined above or on the natural medium dense to dense alluvial granular materials, we
believe a net allowable total load soil bearing pressure in the range of 3,000 psf could be used
for sizing of the foundations. The net bearing pressure refers to the pressure at foundation
bearing level in excess of the minimum surrounding overburden pressure.
Exterior foundations on foundations in unheated areas would be located at least 30 inches
below adjacent exterior grade to provide frost protection. Foundation sizes would vary with
building loads; however, minimum footing sizes are commonly 16 inches for continuous
footings and 30 inches for isolated column foundations. Lighter loaded buildings may result
in slightly smaller minimum footing sizes.
At the anticipated maximum loads and maximum allowable bearing pressure, settlements in
the range of 1 inch would be expected. Settlement of footing foundations in the granular soils
would occur within a short period of time after initial loading. On the order of half of that
settlement would occur during construction.
Earth Engineering Consultants, Inc.
EEC Project No. 1122080
October 31, 2012
Page 8
Drilled Pier Foundations
Drilled pier foundations could be considered for moderately to heavily loaded foundations.
Other deep foundations could be considered; however, drilled pier foundations are a common
deeper foundation alternative in this locale. Drilled pier foundations would develop support
through end bearing and skin friction in the underlying siltstone/sandstone/claystone bedrock.
End bearing pressures in the range of 30,000 to 40,000 psf should be useable in the moderately
hard to hard bedrock. Skin friction values of 10% of the end bearing would be typical for this
bedrock. Minimum penetration into competent bedrock of 10 to 15 feet would be likely.
For installation of drilled pier foundation, casing of the boreholes to prevent the influx of the
granular soils would be required. Mudding of the boreholes during drilling prior to setting the
casing, would be a common drilling approach. Drilled pier foundations may encounter difficulty
with cobbles in the subgrade. Sealing of casing into the hard bedrock can also be difficult.
Bedrock encountered in the test boring was moderately hard to hard although drilling into the
bedrock with the soil drill rig was possible. Zones of well cemented sandstone can be
encountered in this formation requiring the use of core barrel or rock augers or other specialized
drilling techniques.
Settlement of drilled pier foundations can also occur with that settlement anticipated to be in the
same range as the footing foundations. Settlement estimates would be relative to the anticipated
loads on the foundations.
Floor Slab Subgrades
Building floors could be supported directly on the granular soils previously outlined. Cobbles
larger than 6 inch diameter should not be present in the top 12 inches of the floor slab subgrades.
Floors within the structures could be designed using a modulus subgrade reaction (k-value) of
200 pci for subgrades consisting of site granular or similar import granular fill materials.
Earth Engineering Consultants, Inc.
EEC Project No. 1122080
October 31, 2012
Page 9
Site Pavements
We expect the site pavements will be supported on either at least 24 inches of structural fill
overlying silty sandy clays/clayey silty sand or at least 12 inches of stabilized subgrade. Site
drive and parking areas for automobiles and light vehicles could utilize a pavement section
consisting of 4 inches of hot bituminous pavement overlying 6 inches of aggregate base
course. Truck routes including trash trucks or heavy delivery trucks may require heavier
pavement sections, typically on the order of 5 inches of asphalt on 8 inches of aggregate base
course. Final pavement section design would be based on projected traffic mix and volume as
well as subgrade conditions. Alternative Portland cement concrete sections could be
considered likely consisting of 5 and 7 inches of Portland cement concrete, respectively for the
pavement sections for light and heavy duty areas.
Positive drainage should be developed across and away from the pavement edges to prevent
ponding of water in these areas. Ponding of water and allowing pavement subgrades to
become saturated subsequent to construction can result in poor pavement performance.
Lincoln Avenue Pavements
We expect Lincoln Avenue in this vicinity will be classified as an industrial/commercial
collector or as a two lane arterial. Based on the Larimer County Urban Area Street Standards
(LUCASS) traffic on those roadways would be estimated at 100 Equivalent Daily Load Axles
(EDLA). For preliminary purposes, an estimated pavement section of 7 to 7½ inches of hot
bituminous pavement (HBP) over 11 to 12 inches of aggregate base could be considered. That
section could change depending on specific subgrade conditions in the roadway and on traffic
loads based on a specific traffic study for the site.
Earth Engineering Consultants, Inc.
EEC Project No. 1122080
October 31, 2012
Page 10
Seismic
Subgrade soils on the site consist of moderately dense to dense granular soils overlying
relatively shallow moderately hard to hard bedrock. The 2009 International Building Code
(IBC) suggests use of a Seismic Classification of C for the observed site conditions.
Storm Water Infiltration
We understand infiltration wells (dry wells) may be constructed to disipate site surface water
to reduce detention pond sizes. We have completed percolation tests at five (5) locations on
this site, a portion of which were in the overlying silty clayey sand soils and a portion in the
underlying alluvial materials. Results of those percolation tests are indicated on the attached
summary sheet. In general, percolation rates range from less than 5 minutes per inch for the
granular materials and up to 20 minutes per inch for the site silty clayey sands/sandy silty
clays. Compaction of the site clayey materials could result in significantly lower
permeabilities.
GENERAL COMMENTS
The preliminary analysis and recommendations presented in this report are based upon the
data obtained from the soil borings performed at the indicated locations and from any other
information discussed in this report. This report does not reflect any variations, which may
occur between borings or across the site. The nature and extent of such variations may not
become evident until further exploration or construction. If variations appear evident, it will
be necessary to re-evaluate the recommendations of this report.
This report has been prepared for the exclusive use of The W.W. Reynolds Companies, for
specific application to the project discussed and has been prepared in accordance with
generally accepted geotechnical engineering practices. No warranty, express or implied, is
made. In the event that any changes in the nature, design, or location of the project as outlined
in this report are planned, the conclusions and recommendations contained in this report shall
not be considered valid unless the changes are reviewed and the conclusions of this report are
Earth Engineering Consultants, Inc.
EEC Project No. 1122080
October 31, 2012
Page 11
modified or verified in writing by the geotechnical engineer. Additional exploration/evaluation
will be necessary to provide specific recommendations for individual users/buildings in part,
to match owner expectations with geotechnical recommendations.
DRILLING AND EXPLORATION
DRILLING & SAMPLING SYMBOLS:
SS: Split Spoon - 13/8" I.D., 2" O.D., unless otherwise noted PS: Piston Sample
ST: Thin-Walled Tube - 2" O.D., unless otherwise noted WS: Wash Sample
R: Ring Barrel Sampler - 2.42" I.D., 3" O.D. unless otherwise noted
PA: Power Auger FT: Fish Tail Bit
HA: Hand Auger RB: Rock Bit
DB: Diamond Bit = 4", N, B BS: Bulk Sample
AS: Auger Sample PM: Pressure Meter
HS: Hollow Stem Auger WB: Wash Bore
Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where 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 ground water. In low permeability soils, the accurate determination of ground water levels is not
possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION
Soil Classification is based on the Unified Soil Classification
system and the ASTM Designations D-2488. Coarse Grained
Soils have move than 50% of their dry weight retained on a #200
sieve; they are described as: boulders, cobbles, gravel or sand.
Fine Grained Soils have less than 50% of their dry weight
retained on a #200 sieve; they are described as : clays, if they
are plastic, and silts if they are slightly plastic or non-plastic.
Major constituents may be added as modifiers and minor
constituents may be added according to the relative proportions
based on grain size. In addition to gradation, coarse grained
soils are defined on the basis of their relative in-place density
and fine grained soils on the basis of their consistency.
Example: Lean clay with sand, trace gravel, stiff (CL); silty
sand, trace gravel, medium dense (SM).
CONSISTENCY OF FINE-GRAINED SOILS
Unconfined Compressive
Strength, Qu, psf Consistency
< 500 Very Soft
500 - 1,000 Soft
1,001 - 2,000 Medium
2,001 - 4,000 Stiff
4,001 - 8,000 Very Stiff
8,001 - 16,000 Very Hard
RELATIVE DENSITY OF COARSE-GRAINED SOILS:
N-Blows/ft Relative Density
0-3 Very Loose
4-9 Loose
10-29 Medium Dense
30-49 Dense
50-80 Very Dense
80 + Extremely Dense
PHYSICAL PROPERTIES OF BEDROCK
DEGREE OF WEATHERING:
Slight Slight decomposition of parent material on
joints. May be color change.
Moderate Some decomposition and color change
throughout.
High Rock highly decomposed, may be extremely
broken.
HARDNESS AND DEGREE OF CEMENTATION:
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
EEC PROJECT NO. 1122080
OCTOBER 2012
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
EEC PROJECT NO. 1122080
OCTOBER 2012
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
SILTY CLAYEY SAND (SM/SC); brown 1
_ _
SAND & GRAVEL (SP/GP) 2
brown _ _
medium dense to dense 3
_ _
4
_ _
SS 5 22 -- 7.0
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 37/7" -- 7.1
_ _
11
apparent cobbles _ _
12
_ _
13
_ _
14
_ _
SS 15 49 -- 11.3
_ _
16
_ _
SILTSTONE/SANDSTONE, grey 17
BOTTOM OF BORING DEPTH 17.0' _ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SILTY CLAYEY SAND (SM/SC) _ _
brown 2
loose _ _
CS 3 7 300 13.2 111.1
_ _
4
_ _
SS 5 4 -- 15.1
_ _
6
_ _
7
_ _
SAND & GRAVEL (SP / GP) 8
brown _ _
dense 9
with apparent cobbles _ _
SS 10 38/9" -- 9.7
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SILTSTONE / SANDSTONE / CLAYSTONE SS 15 24 7000 22.3
grey, highly weathered / poorly cemented _ _
BOTTOM OF BORING DEPTH 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants
A-LIMITS SWELL
PROJECT NO: 1122080 DATE: OCTOBER 2012
RIG TYPE: CME45 WATER DEPTH
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL Not Reported
D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION
(feet) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % - 500 PSF
TOPSOIL & VEGETATION _ _
SILTY CLAYEY SAND (SC/SM) 1
brown _ _
2
_ _
SAND & GRAVEL (SP/GP) 3
brown _ _
very dense 4
_ _
5 50/10" -- 1.6
_ _
6
_ _
7
_ _
8
_ _
apparent cobbles 9
_ _
10 36/7" -- 13.3
_ _
11
_ _
12
_ _
13
_ _
14
_ _
15 43/9" 2000 20.6
_ _
BOTTOM OF PIEZOMETER DEPTH 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
PIEZOMETER LEGEND 22
_ _
Concrete Mix - 4" Diameter Lockable Steel Cover 23
2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe _ _
Bentonite Seal 24
2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe - 5' _ _
Silica Sand and/or Sand & Gravel Cave-In 25
_ _
Earth Engineering Consultants, Inc.
LEMAY/LINCOLN CAMPUS
PROJECT NO: 1122080 DATE: OCTOBER 2012
RIG TYPE: CME45 WATER DEPTH
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL Not Reported
D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION
(feet) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % - 500 PSF
TOPSOIL & VEGETATION _ _
1
GRAVELLY ROCKY FILL (PIT RUN) _ _
brown 2
dense _ _
3
_ _
4
SANDY LEAN CLAY (CL) _ _
brown, stiff CS 5 9 6500 21.1 108.3
_ _
SAND & GRAVEL (SP/GP) 6
brown _ _
medium dense to dense 7
_ _
8
_ _
9
_ _
SS 10 24 -- 8.2
_ _
11
_ _
12
with apparent cobbles _ _
13
_ _
14
_ _
SS 15 50/11" -- 9.1
_ _
16
_ _
17
_ _
18
SILTSTONE / SANDSTONE _ _
grey 19
moderately hard to hard _ _
CS 20 50/8" 9000+ 15.1 120.0
BOTTOM OF PIEZOMETER DEPTH 20.0' _ _
21
_ _
PIEZOMETER LEGEND 22
_ _
Concrete Mix - 4" Diameter Lockable Steel Cover 23
2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe _ _
Bentonite Seal 24
2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe - 5' _ _
Silica Sand and/or Sand & Gravel Cave-In 25
_ _
Earth Engineering Consultants, Inc.
7.9'
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SILTY CLAYEY SAND (SM/SC) _ _
brown 2
medium dense _ _
3
_ _
4
_ _
CS 5 14 -- 16.5 115.0 <500 psf None
_ _
SAND & GRAVEL (SP/GP) 6
brown _ _
very dense 7
_ _
8
_ _
9
_ _
apparent cobbles SS 10 50/5"
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SILTSTONE / SANDSTONE CS 15 32 9000+ 18.9 111.6
olive / grey _ _
weathered / poorly cemented 16
moderately hard to hard _ _
17
_ _
18
_ _
19
_ _
grey SS 20 50/9" 9000 16.7
_ _
21
_ _
22
_ _
23
_ _
24
_ _
CS 25 50/5" 9000 14.5 117.8 <500 psf None
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
Continued from Sheet 1 of 2 26
_ _
SILTSTONE / SANDSTONE 27
grey _ _
weathered / poorly cemented 28
moderately hard to hard _ _
29
_ _
SS 30 50/7" 9000+ 17.7
_ _
31
_ _
32
_ _
33
_ _
34
_ _
CS 35 50/3" 9000+ 13.9 131.9 <500 psf None
_ _
36
_ _
37
_ _
38
_ _
39
_ _
SS 40 50/4" 8500 17.1
_ _
41
_ _
42
_ _
43
_ _
44
_ _
CS 45 50/3" -- 12.2 114.7
_ _
46
_ _
47
_ _
48
_ _
49
_ _
SS 50 50/1" 5000 16.7
BOTTOM OF BORING DEPTH 50.5' _ _
Earth Engineering Consultants
24 HOUR N/A
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SILTY CLAYEY SAND (SM/SC) _ _
brown 2
_ _
3
_ _
4
_ _
SAND & GRAVEL (SP/GP) CS 5 26 3000 9.3 120.8
brown _ _
medium dense 6
_ _
7
_ _
8
_ _
9
_ _
SS 10 19 -- 10.9
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 28 2000 21.7
_ _
SILTSTONE / SANDSTONE / CLAYSTONE 16
olive / grey _ _
soft 17
_ _
18
_ _
19
_ _
SILTSTONE / SANDSTONE CS 20 50/4" 9000+ 10.6 122.9 35 20 67.8
grey _ _
moderately hard to hard 21
_ _
22
_ _
23
_ _
24
_ _
SS 25 50/5" 9000 14.8
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
Continued from Sheet 1 of 2 26
_ _
SILTSTONE / SANDSTONE 27
grey _ _
moderately hard to hard 28
_ _
29
_ _
CS 30 50/3" 9000+ 9.9 127.1
BOTTOM OF BORING DEPTH 30.0' _ _
31
_ _
32
_ _
33
_ _
34
_ _
35
_ _
36
_ _
37
_ _
38
_ _
39
_ _
40
_ _
41
_ _
42
_ _
43
_ _
44
_ _
45
_ _
46
_ _
47
_ _
48
_ _
49
_ _
50
_ _
Earth Engineering Consultants
24 HOUR N/A
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
SILTY CLAYEY SAND (SM/SC), brown 1
_ _
SAND & GRAVEL (SP/GP) 2
brown _ _
medium dense to dense 3
_ _
4
_ _
SS 5 30 -- 1.6
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 37/8" -- 12.2
apparent cobbles _ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 50/9" -- 10.1
_ _
BOTTOM OF BORING DEPTH 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SILTY CLAYEY SAND (SM/SC) _ _
brown 2
medium dense _ _ % @ 150 psf
CS 3 11 -- 20.4 102.9 NL NP 19.8 200 psf 0.1%
_ _
SAND & GRAVEL (SP/GP) 4
brown _ _
medium dense to dense SS 5 23 -- 8.5
_ _
6
_ _
7
with cobbles _ _
8
_ _
9
_ _
SS 10 34/8.5" -- 13.4
_ _
11
_ _
12
_ _
13
_ _
14
_ _
CS 15 50/11" -- 10.3
_ _
16
_ _
SILTSTONE / SANDSTONE / CLAYSTONE 17
grey _ _
moderately hard 18
_ _
19
_ _
SS 20 50/5" 9000 13.3 127.2
_ _
BOTTOM OF BORING DEPTH 20.5' 21
_ _
22
_ _
23
_ _
24
_ _
25
_ _
Earth Engineering Consultants
A-LIMITS SWELL
PROJECT NO: 1122080 DATE: OCTOBER 2012
RIG TYPE: CME45 WATER DEPTH
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL Not Reported
D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION
(feet) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % - 500 PSF
TOPSOIL & VEGETATION _ _
SILTY CLAYEY SAND (SM/SC) 1
_ _
SAND & GRAVEL (SP/GP) 2
brown _ _
dense to medium dense 3
_ _
4
_ _
SS 5 32/9" -- 4.3
_ _
6
_ _
7
_ _
8
_ _
9
_ _
SS 10 25 -- 10.5
_ _
11
_ _
12
SILTSTONE / SANDSTONE / CLAYSTONE _ _
grey 13
_ _
CS 14 50/4.5" 9000+ 13.3 114.2
BOTTOM OF PIEZOMETER DEPTH 14.0' _ _
15
_ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
PIEZOMETER LEGEND 22
_ _
Concrete Mix - 4" Diameter Lockable Steel Cover 23
2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe _ _
Bentonite Seal 24
2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe - 5' _ _
Silica Sand and/or Sand & Gravel Cave-In 25
_ _
Earth Engineering Consultants, Inc.
10/22/2012 5.4'
PROJECT NO: 1122080 DATE: OCTOBER 2012
RIG TYPE: CME45 WATER DEPTH
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL Not Reported
D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION
(feet) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % - 500 PSF
TOPSOIL & VEGETATION _ _
1
SILTY CLAYEY SAND (SM/SC) _ _
brown 2
loose _ _
CS 3 8 9000 14.2 86.2
_ _
4
SAND & GRAVEL (SP/GP) SS _ _ 43 -- 4.6
brown 5
dense _ _
6
_ _
7
_ _
8
_ _
apparent cobbles 9
_ _
SS 10 55 -- 14.2
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 38 -- 5.4
SILTSTONE / SANDSTONE / CLAYSTONE _ _
BOTTOM OF PIEZOMETER DEPTH 15.5' 16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
PIEZOMETER LEGEND 22
_ _
Concrete Mix - 4" Diameter Lockable Steel Cover 23
2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe _ _
Bentonite Seal 24
2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe - 5' _ _
Silica Sand and/or Sand & Gravel Cave-In 25
_ _
Earth Engineering Consultants, Inc.
10/19/2012
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
TOPSOIL & VEGETATION _ _
1
SILTY CLAYEY SAND (SM/SC) _ _
brown 2
loose _ _
CS 3 7 -- 16.7 107.4 NL NP 45.1
_ _
4
_ _
SAND & GRAVEL (SP/GP) SS 5 46/11" -- 19.5
brown _ _
dense 6
_ _
7
_ _
8
_ _
9
_ _
apparent cobbles SS 10 35/9" -- 10.0
_ _
11
_ _
12
_ _
13
_ _
14
SILTSTONE / SANDSTONE / CLAYSTONE _ _
grey CS 15 50/8" 9000+ 11.9 128.6 36 18 52.7
moderately hard to hard _ _
16
_ _
17
_ _
18
_ _
19
_ _
SS 20 50/4" 9000+ 12.1
_ _
21
_ _
22
_ _
23
_ _
24
_ _
CS 25 50/5" 9000+ 12.6 118.4
Continued on Sheet 2 of 2 _ _
Earth Engineering Consultants
A-LIMITS SWELL
DATE:
RIG TYPE: CME45
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL
SOIL DESCRIPTION D N QU MC DD -200
TYPE (FEET) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % @ 500 PSF
Continued from Sheet 1 of 2 26
_ _
SILTSTONE / SANDSTONE / CLAYSTONE 27
grey _ _
moderately hard to hard 28
_ _
29
_ _
SS 30 50/5" -- 15.0
_ _
BOTTOM OF BORING DEPTH 30.5' 31
_ _
32
_ _
33
_ _
34
_ _
35
_ _
36
_ _
37
_ _
38
_ _
39
_ _
40
_ _
41
_ _
42
_ _
43
_ _
44
_ _
45
_ _
46
_ _
47
_ _
48
_ _
49
_ _
50
_ _
Earth Engineering Consultants
24 HOUR N/A
A-LIMITS SWELL
PROJECT NO: 1122080 DATE: OCTOBER 2012
RIG TYPE: CME45 WATER DEPTH
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL Not Reported
D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION
(feet) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % - 500 PSF
TOPSOIL & VEGETATION _ _
SILTY CLAYEY SAND (SM/SC); brown 1
_ _
SAND & GRAVEL (SP/GP) 2
brown _ _
dense 3
_ _
4
_ _
SS 5 49 -- 0.8
_ _
6
apparent cobbles _ _
7
_ _
8
_ _
9
_ _
SS 10 37 -- 10.9
_ _
11
_ _
12
SILTSTONE / SANDSTONE / CLAYSTONE _ _
brown / grey CS 13 31/5" 4000 18.6
BOTTOM OF PIEZOMETER DEPTH 13.0' _ _
14
_ _
15
_ _
16
_ _
17
_ _
18
_ _
19
_ _
20
_ _
21
_ _
PIEZOMETER LEGEND 22
_ _
Concrete Mix - 4" Diameter Lockable Steel Cover 23
2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe _ _
Bentonite Seal 24
2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe - 5' _ _
Silica Sand and/or Sand & Gravel Cave-In 25
_ _
Earth Engineering Consultants, Inc.
TOP OF CASING ELEV. 10/22/2012 7.0'
PROJECT NO: 1122080 DATE: OCTOBER 2012
RIG TYPE: CME45 WATER DEPTH
FOREMAN: DG
AUGER TYPE: 4" CFA
SPT HAMMER: MANUAL Not Reported
D N QU MC DD A-LIMITS -200 SWELL-CONSOLIDATION
(feet) (BLOWS/FT) (PSF) (%) (PCF) LL PI (%) PRESSURE % - 500 PSF
_ _
SILTY CLAYEY SAND (SM/SC) 1
brown / rust _ _
medium dense 2
_ _
CS 3 20 6000 11.5 100.3
_ _
SAND & GRAVEL (SP/GP) 4
brown / rust _ _
dense to very dense SS 5 50 -- 0.9
_ _
6
_ _
7
_ _
apparent cobbles 8
_ _
9
_ _
SS 10 45 -- 11.2
_ _
11
_ _
12
_ _
13
_ _
14
_ _
SS 15 50/8" -- 8.0
_ _
16
_ _
SILTSTONE / SANDSTONE / CLAYSTONE 17
grey _ _
moderately hard to hard CS 18 68/8" 9000 15.3 118.3
_ _
19
_ _
20
_ _
21
_ _
PIEZOMETER LEGEND 22
_ _
Concrete Mix - 4" Diameter Lockable Steel Cover 23
2-Inch Diameter Flush Threaded- Schedule 40 PVC riser pipe _ _
Bentonite Seal 24
2-Inch Dia. Flush Threaded- Schedule 40 PVC Slotted pipe - 5' _ _
Silica Sand and/or Sand & Gravel Cave-In 25
_ _
Earth Engineering Consultants, Inc.
SOIL DESCRIPTION
Project:
Location:
Project #:
Date:
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Olive / Grey Siltstone / Sandstone
Sample Location: Boring 5, Sample 5, Depth 24'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
Beginning Moisture: 14.5% Dry Density: 116.9 pcf Ending Moisture: 19.6%
Swell Pressure: <500 psf % Swell @ 500: None
Lemay/Lincoln Campus
Fort Collins, Colorado
1122080
October 2012
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
Lemay/Lincoln Campus
Fort Collins, Colorado
1122080
October 2012
Beginning Moisture: 13.9% Dry Density: 112 pcf Ending Moisture: 23.3%
Swell Pressure: <500 psf % Swell @ 500: None
Sample Location: Boring 5, Sample 7, Depth 34'
Liquid Limit: - - Plasticity Index: - - % Passing #200: - -
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Grey Siltstone / Sandstone
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
Project:
Location:
Project #:
Date:
SWELL / CONSOLIDATION TEST RESULTS
Material Description: Brown Silty Sand (SM)
Sample Location: Boring 8, Sample 1, Depth 2'
Liquid Limit: NL Plasticity Index: NP % Passing #200: 19.8%
Beginning Moisture: 20.4% Dry Density: 104.7 pcf Ending Moisture: 16.8%
Swell Pressure: 200 psf % Swell @ 150: 0.1%
Lemay/Lincoln Campus
Fort Collins, Colorado
1122080
October 2012
-10.0
-8.0
-6.0
-4.0
-2.0
0.0
2.0
4.0
6.0
8.0
10.0
0.01 0.1 1 10
Percent Movement
Load (TSF)
Consolidatio Swell
Water Added
2 1/2" (63 mm)
2" (50 mm)
1 1/2" (37.5 mm)
1" (25 mm)
3/4" (19 mm)
1/2" (12.5 mm)
3/8" (9.5 mm)
No. 4 (4.75 mm)
No. 8 (2.36 mm)
No. 16 (1.18 mm)
No. 30 (600 m)
No. 40 (425 m)
No. 50 (300 m)
No. 100 (150 m)
No. 200 (75 m)
Project: Lemay/Lincoln Campus
Location: Fort Collins, Colorado
Project No: 1122080
Sample Desc.: Sand & Gravel
Date: October 2012
100
71
63
52
45
40
25
17.1
35
30
EARTH ENGINEERING CONSULTANTS, INC.
Sieve Analysis (AASHTO T 11 & T 27 / ASTM C 117 & C 136)
SUMMARY OF LABORATORY TEST RESULTS
100
32
91
83
Sieve Size Percent Passing
100
Project: Lemay/Lincoln Campus
Project Number:
Sample Desc.: Sand & Gravel
Date: October 2012
Summary of Washed Sieve Analysis Tests (ASTM C117 & C136)
Coarse Fine
EARTH ENGINEERING CONSULTANTS, INC.
1122080
Coarse Medium
Cobble
Fine
Sand Silt or Clay
Gravel
Location: Fort Collins, Colorado
0
10
20
30
40
50
60
70
80
90
100
1000 100 10 1 0.1 0.01
Finer by Weight (%)
Grain Size (mm)
5" 3" 1" 1/2" No. 4 No. 16 No. 40 No. 100
6" 4" 2" 3/4" 3/8" No. 8 No. 30 No. 50 No. 200
Individual Average
A1.02
B3.18
C3.37
A 19.43
B 11.53
C 11.15
ALess than 1
BLess than 1
CLess than 1
A 13.33
B2.70
C7.06
A 35.80
B 12.00
C3.78
Project: Lemay/Lincoln Campus
Location: Fort Collins, Colorado
Project No.: 1122080
Date: October 2012
B‐13
Brown Silty Clayey Sand (Bottom at
Sand & Gravel)
N/A
EARTH ENGINEERING CONSULTANTS, INC.
B‐4Brown Sand & Gravel Less than 1
B‐10 Brown Silty Clayey Sand 7.70
B‐3Brown Sand & Gravel 2.52
B‐4Pit Run Fill 14.04
Boring Location
Number
In‐Situ Material
Percolation Hole
Number
Percolation Rate (min/inch)
Summary of Field Percolation Tests
TOP OF CASING ELEV. 10/22/2012 8.3'
10/19/2012 WHILE DRILLING 7.0'
GROUND SURFACE ELEV Not Reported 10/19/2012 N/A
BOTTOM OF PIEZOMETER DEPTH 18.0'
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
LOG OF BORING/PIEZOMETER B-13 SHEET 1 OF 1
PZ DETAILS
SAMPLE TYPE
START DATE 10/19/2012
FINISH DATE
SOIL DESCRIPTION
WHILE DRILLING 7.0'
GROUND SURFACE ELEV Not Reported 10/19/2012 N/A
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
LOG OF BORING/PIEZOMETER B-12 SHEET 1 OF 1
PZ DETAILS
SAMPLE TYPE
START DATE 10/19/2012
FINISH DATE 10/19/2012
SURFACE ELEV N/A
WHILE DRILLING 5.5'
FINISH DATE 10/19/2012 AFTER DRILLING N/A
SHEET 2 OF 2 WATER DEPTH
START DATE 10/19/2012
LOG OF BORING B-11
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
PROJECT NO: 1122080 OCTOBER 2012
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 10/19/2012 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 10/19/2012 WHILE DRILLING 5.5'
LOG OF BORING B-11
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
PROJECT NO: 1122080 OCTOBER 2012
FINISH DATE
TOP OF CASING ELEV. 10/22/2012 5.6'
SOIL DESCRIPTION
WHILE DRILLING 8.0'
GROUND SURFACE ELEV Not Reported
10/19/2012
N/A
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
LOG OF BORING/PIEZOMETER B-10 SHEET 1 OF 1
PZ DETAILS
SAMPLE TYPE
START DATE 10/19/2012
SOIL DESCRIPTION
WHILE DRILLING 6.0'
GROUND SURFACE ELEV Not Reported 10/19/2012
SAMPLE TYPE
START DATE 10/19/2012
FINISH DATE
TOP OF CASING ELEV.
10/19/2012
N/A
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
LOG OF BORING/PIEZOMETER B-9 SHEET 1 OF 1
PZ DETAILS
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 10/19/2012 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 10/19/2012 WHILE DRILLING 4.0'
LOG OF BORING B-8
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
PROJECT NO: 1122080 OCTOBER 2012
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 10/19/2012 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 10/19/2012 WHILE DRILLING 7.0'
LOG OF BORING B-7
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
PROJECT NO: 1122080 OCTOBER 2012
SURFACE ELEV N/A
WHILE DRILLING 7.5'
FINISH DATE 10/19/2012 AFTER DRILLING N/A
SHEET 2 OF 2 WATER DEPTH
START DATE 10/19/2012
LOG OF BORING B-6
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
PROJECT NO: 1122080 OCTOBER 2012
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 10/19/2012 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 10/19/2012 WHILE DRILLING 7.5'
LOG OF BORING B-6
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
PROJECT NO: 1122080 OCTOBER 2012
SURFACE ELEV N/A
WHILE DRILLING 7'
FINISH DATE 10/19/2012 AFTER DRILLING 5'
SHEET 2 OF 2 WATER DEPTH
START DATE 10/19/2012
LOG OF BORING B-5
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
PROJECT NO: 1122080 OCTOBER 2012
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 10/19/2012 AFTER DRILLING 5'
SHEET 1 OF 2 WATER DEPTH
START DATE 10/19/2012 WHILE DRILLING 7'
LOG OF BORING B-5
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
PROJECT NO: 1122080 OCTOBER 2012
SOIL DESCRIPTION
WHILE DRILLING 6.5'
GROUND SURFACE ELEV Not Reported AFTER DRILLING N/A
TOP OF CASING ELEV. 10/22/2012
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
LOG OF BORING/PIEZOMETER B-4 SHEET 1 OF 1
PZ DETAILS
SAMPLE TYPE
START DATE 10/19/2012
FINISH DATE 10/19/2012
FORT COLLINS, COLORADO
LOG OF BORING/PIEZOMETER B-3
SS
SOIL DESCRIPTION
SS
SS
Not Reported 10/19/2012 5.9'
TOP OF CASING ELEV. 10/22/2012 6.2'
SHEET 1 OF 1
PZ DETAILS
SAMPLE TYPE
START DATE 10/19/2012
FINISH DATE 10/19/2012 WHILE DRILLING 7.5'
GROUND SURFACE ELEV
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 10/19/2012 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 10/19/2012 WHILE DRILLING 7'
LOG OF BORING B-2
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
PROJECT NO: 1122080 OCTOBER 2012
SURFACE ELEV N/A 24 HOUR N/A
FINISH DATE 10/19/2012 AFTER DRILLING N/A
SHEET 1 OF 1 WATER DEPTH
START DATE 10/19/2012 WHILE DRILLING 8.0'
LOG OF BORING B-1
LEMAY/LINCOLN CAMPUS
FORT COLLINS, COLORADO
PROJECT NO: 1122080 OCTOBER 2012
Limestone and Dolomite:
Hard Difficult to scratch with knife.
Moderately Can be scratched easily with knife.
Hard Cannot be scratched with fingernail.
Soft Can be scratched with fingernail.
Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife, cannot be
scratched with fingernail.
Moderately Can be scratched with fingernail.
Hard
Soft Can be easily dented but not molded with
fingers.
Sandstone and Conglomerate:
Well Capable of scratching a knife blade.
Cemented
Cemented Can be scratched with knife.
Poorly Can be broken apart easily with fingers.
Cemented