1020 Discovery Rd - AET Testing - Report of Project Testing ServicesY
? AMERICAN
1 ENGINEERING
TESTING,INC,
?
REPORT OF PROJECT TESTING SERVICES
PROTECT• REPORTED TO:
CONSULTANTS
• GEOTECHNICAL
s MATERIALS
• ENVIflONMENTAL
EAGANDALE CROSSINGS BUILDING R.J. RYAN CONSTRUCTION, INC.
DISCOVERY CIRCLE 6511 CEDAR AVENUE SOUTH
EAGAN, MINNEAPOLIS, MN 55423
ATTN: MR. JON HORMANN
AET JOB NO.: 02-00432 DATE: OCTOBER 27, 1998
INTRODUCTION
This report summarizes the results of the project testing services we conducted for the Eagandale
Crossings Building in Ea;an, Minnesota. Our services were conducted on an intermittent basis
as authorized on February 19, 1998, by Mr. 7on Hormann from R.J. Ryan Construction, Inc.
The scope of our work was limited to the following:
• Observe the soils in the bottom of the mass building excavation and some of the foundation
excavations for the building.
• Perform soil compaction tests in fill placed for the project.
• Perform on-site testing of plastic concrete; including slump tests, air content tests, and casting
concrete test cylinders.
• Perform compressive strength testing of concrete test cylinders.
• Observe welded and bolted connections for the structural steel frame, steel joists, and roof
deck.
• Summarize the results of our services in a written report.
"AN AFFIRMATIVE ACTION EMPLOVEF"
550 Cleveland Avenue North • St. Paul, MN 55714 • 651-659-9001 • Fax 657-659-1379
Duluth • Mankato • Marshall • Rochester • Wausau
I
AET #02-00432 - Page 2
PROJECT INFORMATION
We understand the project will be an office/warehouse building. We further understand that the
building will:
• Have one above-grade level, supported on-grade.
• Have approximate overali dimensions of 185' by 535'.
• Be constructed using precast concrete wall panels, a structural steel frame and steel joists.
• Be supported by spread footings designed using an allowable soil bearing pressure no greater
than 2,500 pounds per square foot (psf).
• Have a floor slab elevation of about 886.5.
• Have bottom-of-footing elevations of about 878 to 883 for peruneter footings, and about 883
to 885 for interior footings.
• Have tolerance to total building settlements of up to 1", and differential settlements of up to
,/2 "
• Be constructed in accordance with applicable building code requirements.
Please note that deviations from the above design information could necessitate altering our
conclusions and recommendations. Contact us if the information stated is different from the actual
design.
Building location and elevation information obtained at the site, and presented in this report, was
taken from building corner offset stakes and grade stakes provided by the Contractor.
BACKGROUND INFORMATION
Previously, soil borin.-s were performed on this site by our firm. A formal report was not
prepared, however, it was our opinion that the ;eneral recommendations given in a report for the
AET {i02-00432 - Page 3
adjacent Don Stevens site would apply to this project. The results of the Don Stevens borings and
our recommendations were presented in our February 13, 1998, report (AET #02-00042). Refer
to that report for pertinent background information and for our recommendations to prepare the
building area for structural support.
EXCAVATION OBSERVATIONS
We observed the soils exposed in the bottom of the mass excavation for the building and some of
ffie bottoms of the foundation excavations during the period from March 26 to May 7, 1998. We
were not present at the site on a fulI-time basis. Our services consisted of several site visits,
coordinated with the Contractor, which allowed us to observe the entire mass building excavation
and all of the perimeter foundation excavations.
The results of our observations were presented in our September 11, 1998, letter (AET #02-
00214). As stated in this report, it is our judgment that the soils exposed in the bottom of the mass
excavation were suitable for support of the fill and structural loads.
COMPACTION TESTING OF FILL
During mass excavation and grading, as well as during construction of the building and installation
of utilities, we conducted a total of 178 soil density tests. The densiry tests were compared to the
laboratory Standard Proctor maximum dry densiry (ASTM: D698) to arrive at a percent
compaction level for each test. The test results indicate the recommended compaction levels were
met or exceeded at the majoriry of the locations and elevations tested. The test resul[s were
submitted previously, under separate cover.
AET #02-00432 - Page 4
CONCRETE TESTING
We performed testing of plastic concrete as it was placed for some of the slab-on-grade for the
huilding. Our services inciuded the following:
• Measure the slump of the concrete.
• Measure the percentage of entrained air.
• Determine the temperature of the concrete.
• Cast 6" diameter by 12" high test cylinders.
All testing was performed in accordance with current A5T'M procedures. The results of the on-
site testing were presented in our Reports of Plastic Concrete Testing, which were issued under
separate cover. The results of our tests generally satisfied the project specifications.
We also performed compressive strength testing of test cylinders cast for concrete placed for the
foundations and slab-on-grade for the building. The results of these tests were presented in our
Reports of Compressive Strength of Cylindrical Concrete Specunens, copies of which were also
previously submitted under separate cover. These test results exceeded the 28-day design
compressive strength.
OBSERVATIONS OF WELDED AND BOLTED CONNECTIONS
During 7une of 1998, an NDT technician from our firm observed the field welded and bolted
connections for the building. The results of our testing were presented in our Report of Welded
and Bolted Connection Observations, dated August 10, 1998, which was previously submitted
under separate cover. As stated in the report, the field welded connections and the deck fasteners
were judged to satisfy the requirements of the project specifications and the referenced codes.
1
AET #02-00432 - Page 5
The high strength bolted connections were observed for intimate contact of all plies, and that a
washer was installed behind or under the nut. The Conuactor tightened the slip critical bolted
connections using the "turn-of-the-nut" method. All slip critical botts were observed for turn-of-
the-nut markings, and that the markings indicated the specified amount of turn had been
performed. In addition, randomly selected bolts were torque tested with a calibrated wrench. Our
observations and testing indicated that washers were installed and all plies were in intunate contact
for the bolted connections that were accessible and observed.
CLOSURE
To protect the client, the public and American Engineering Testing, Inc., this report (and all
supporting information) is provided for the addressee's own use. No representations are made to
parties otherthan the addressee.
Our services on this project have been conducted to those standards considered normal for services
of this type at this time and location. Other than this, no warranty, either express or implied, is
intended.
SIGNAT'URES
Report Prepared By:
;-
Robin L. Flic ' r
Geotechnical Engineer
Report Reviewed By:
Michael P. McCarthy, P
Principal Engineer
MN Reg. #16688
HAY-14-98 THU 8:55 R.l RYFlN CONSTRUCTION INC FAX N0. 6128660390 P•02
SPECIAL INSPECTION AND TES7{NG SCHEDULE
(tobeuswIoaxonlancewthsna•ouldellne.rorspeclel nepxnonaMreotlnoj
P'°14d"w'"" _ Eagandale_Crossinr,_ p`O?? E-
city, e??M" 10 20 Discover,yRoad ew• . Eagan, MN_?_? _
SPECIAL INSPECTION SCHEOULE i
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1701.5 1 CONCRETE FOUNDATION TA ~
1701.5 13 ORADINGANOBACNFILUNG TA
PERIODIC
PERIOOIC
Repprt
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158t/100 Cy
Will call/
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ACKNOWLEDOEMENTS
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Aamptod brthe 9ulldlnp De{xrLnent hy Date:
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ENERGY CODE ANALYSIS
JOB NAME EAGANDALE CROSSING
GrossWallArea#1-5 28,705 Sq.Ft.x 0.230 U= 5,602.15
Gross Roof Area #6-7 79,761 Sq.Ft.x 0.045 U= 3,589.25
TOTAL Sq. Ft. x U 10,191.4
0
ACTUAL CONSTRUCTION SQ. FT. X U
1. Single Glass Sq. Ft. x U=
2. Double Glass 6,701 Sq. Ft. x 0.540 U= 3,618.54
3. Triple Glass Sq. Ft. x U=
4. Door - H.M. Type 1 189 Sq. Ft. x 0.250 U= 47.25
O.H.Type2 1,488 Sq. Ft.x 0.250 U= 372.00
Type 3 Sq. Ft. x U=
S. NetWall - Typei 9,812 Sq.Ft.x 0.230 U= 2,256.76
Type2 10,515 Sq.Ft.x 0.072 U= 757.08
Type 3 Sq. Ft. x U=
TOTAL #1-5 2s, 705 Sq. Ft.
6. Skylight Sq. Ft. x U=
7. NetRoof - Type1 79,761 Sq.Ft.x 0.038 U= 3,030.92
Type 2 Sq. Ft. x U=
TOTAL #6-7 79, TOTAL Sq. Ft. x U io, os2 . ss
I hereby cerdfythat@this plan, apaclficatlon or report was prepared by
Actual Construction U x Sq. Ft. me oru^dar ir ct ??' sion and that I am a duly Regiatered
Engine nderths?IAaCs of th State ot Minnesata.
is Less Than Code Requiremerrts
ENERGY o8te ??t4?98 Reg.NO. 9573
A41ERICAN
1 EtiG[1'EERING
? TESTING, INC,
February 12, 1998
R.J. Ryan Construction, Inc.
6511 Cedaz Avenue South
Minneapolis, Minnesota 55423
Attn: Mr. Ron Ryan
RE: Geotechnical Borings
Proposed Building Sites
Lots 1 and 2, Block 2
Eagandale 2 Corporate Center
Eagan, Minnesota
AET #02-00042
Deaz Mr. Ryan:
CONSULTANTS
o GEOTECHNICAL
e MATERIALS
o ENVIRONMENTAL
This letter presents the results of the geotechnical exploration we conducted for the proposed
building sites at the referenced lots in the Eagandale 2 Corporate Center. Our services for this
project were performed according to authorization received from you on January 12, 1998. Our
authorized scope of services is as follows:
• Drill five (5) soil borings to depths of 16' to 21' below existing grades.
Prepaze a letter presenting factual results. No engineering recommendations were requested at
this time.
To protect you, American Engineering Testing, Ina (AE'I), and the public, we authorize use of opinions and
recommendarions in this repoR only by you and your project team for this specific project Contact us if other
uses are intended. Even though this report is not intended to provide sufficient information to accurately
determine quanrities and locations of particular materials, we recommend that your potential contractors be
advised of the repoR availability.
The scope of our work is intended for geotechnical purposes only. This scope is not intended to explore for
the presence or extent of environmental contamination at the site.
Proiect Information
We understand office and wazehouse buildings are planned on each of these lots. It is expected that
the buildings will be one-story shuctures using a combination of precast concrete, masonry block,
and/or structural steel construction. Finished floor grades for the buildings have not been
estabiished. The proposed layout and configuration aze shown on the 5oi1 Boring Location Sketch.
`AN AFFlRMATIVE PCTION EMPLOYLR'
2102 UniversityAve. W.. St. Paul, MN 55114 < 612-659-9001 e Fax 612-659-1379
Duluth • Mankato • Marshall • Rochester • Wausau
Mr. Ron Ryan
AET 402-00042
February 12, 1998
Page 2
The project information presented in this repod represents our understanding of the proposed construction.
This informafion is an integtal part of our engineering review. It is important that you contact us if there aze
changes from the information described so that we can evaluate whether modifications to our
recommendations are appropriate.
Exnloration Program and Results
We performed five borings at the building sites on January 13 and 14, 1998. The soil boring
locations were selected by R.J. Ryan Construction, Inc. These approximate locations aze shown on
the attached Soil Boring Location Sketch. Logs of the borings are also attached. The surface
elevations at the boring locations were referenced to the top of a sanitary manhole located near the
southeast corner of Lot 2. We assumed the elevarion of this benclunark to be 100.0.
The soil borings were completed to depths of 16' to 21'. The general profile taken from the boring
logs consists of 3' to 9' of fill and topsoil over naturally deposited alluvial and glacial till soils.
Ground water was not measured in any of these borings during the drilling procedures. Because the
soils are relatively slow draining, it typically takes several hours to days for the hydrostatic water
level to stabilize in an open borehole. Shallow ground water sources may also develop if rainwater
or snow melt becomes perched within sand or silry sand lenses or layers that aze interbedded in less
permeabie glacial till soils or alluvial clays and silts.
Ground water levels usually fluctuate. These fluctuations occur due to varying seasonal and yearl y rainfall
and snow melt, as well as other factors.
Field Sampling Methods
The borings were drilled on 7anuary 13 and 14, t 998 wiih an all-terrain drill rig equipped with 3-1/4"
diameter hollow-stem augers.
The standard penetration (split spoon) samples were collected in general accordance with ASTM:
D1586. This method consists of driving a 2" outside diameter split-bazrel sampler into the in-situ
soils with a 140 pound weight, dropped from a height of 30". The sampler is driven a total of 18"
into the soil. After the initial set of 6", the number of hamrner blows required to drive the sampler
the final 12" is known as the standazd penetration resistance, or the N-value.
Classification Methods
Soil classifications and descriptions shown on the Subsurface Boring Logs are based on the Unified
Soil Classification (USC) system. The USC system is described in ASTM; D2487 and D2488
(Visual-Manual Procedure). Where laboratory classification tests have been performed,
classifications per ASTM: D2487 are possible, otherwise the soil classifications shown on the
SubsurFace Boring Logs are visual-manual judgments. We have also attached charts illustrating the
iVlr. Ron Ryan
AET #02-00042
February 12, 1998
Page 3
USC system, the descriptive ternunology, and the symbols used on the 5ubsurface Boring Log.
Descriptions of the soil density (for cohesionless soils) and soil consistency (for cohesive soils) are
based on the penetrafion resistances (N-values). The log also indicates the appazent geolagic origin,
which is interpretive.
Water Level Measurements
The borehole was probed for the presence of ground water after drilling. The results of the ground
water level measurements are shown on the bottom of the Subsurface Boring Log. The following
information appears under "Water Level Measurements" on this log:
Date and time of ineasurements.
• Sampled depth: lowest depth of soil samplin-, at the time of the measuremenu.
• Casing depth: depth to bottom of casing or hollow-stem auger at the time of the measurements.
• Cave-in depth: depch at which measuring tape stops in the borehole.
• Water Level; depth in the borehole where free water is encountered.
• Drilling Fluid Level: same as Water Levei, except that the liquid in the borehole is drilling fluid.
The true water tevel at the boring locations may be different than Yhe water levels measured in the
boreholes due to severai factors. Some of these factors include: permeability of each soil Iayer in
the profile, presence of perched water, amount of time between water level readings, presence of
drilling fluid, weather conditions, and the use of borehole casing, among other factors.
Exploration Program Limitations
The data derived through this sampling and observation program have been used to develop our
opinions about the subsurface conditions at your site. However, because no exploration prograin can
totally reveal what is below the surface, conditions between borings, between samples, and those
taken at other times may differ from the condirions described in this report. The exploration we
conducted identified subsurface conditions only at those points where we took samples or observed
ground water condifions. Depending on the sampling methods and sampling frequency, every soil
layer may not be observed, and some materials or layers which aze present in the ground may not
be noted on the boring logs.
Unless actually observed in a sample, contacts between soil layers are estimated based on tha
spacing of samples and the action of drilling tools. Thus, most contacts shown on the logs are
approximate, with the possible upper and lower limits of contacts defined by the overlying and
underlying samples.
Cobbles, boulders, and other laree objects generally cannot be rewvered from test borings, however,
they may sell be present in the ground even if they aze not noted on the boring logs.
Mr. Ron Ryan
AET 402-00042
February 12, 1998
Page 4
If condifions encountered during construction differ from those indicated by our borings, it may 6e
necessary to alter our conclusions and recommendarions, or to modify constniction procedures, and
the cost of construction may be affected. The extent and detail of information about the subsurface
conditions is directly related to the scope of the explorarion. It should be understood, therefore, that
more information can be obtained by means of additional exploration.
Standard of Care
Our services for your project have been conducted to those standards considered normaI for services
of this type at this time and location. Other than this, no warranty, either express or implied, is
intended.
General Remarks
An engineering evaluation and associated recommendations and report were not requested at this
time. If you would like us to perform these services in the future, please contact us.
If you have any questions conceming this letter, or if we can be of fwther assistance to you, please
contact me at 659-1364.
Very Truly Yours
Michael P. McCarthy, PE
Principal Engineer
MN Registration #16688
MPM/mm
Attachments:
Soil Boring Location Sketch
Subsurface Boring Logs (#6 to #10)
"Freezing Weather Effects on Building Construction" data sheet
"Basement/Retainnig Wall Backfill and Water Control" data sheet
"Bituminous Pavement Subgrade Prepazarion and Design" data sheet
Boring Log Notes
Classification of 5oils for Engineering Purposes
General Terminology Notes
??T.-•. . ; , i'? _ _ ___, ? .
L . . y _
,-^'-
? L,
, ??• i. i ? ' .
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:
i ?
.,
------==---?=---- ' /-?? ? =
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
* - Recent soil borinqs, locations approximate.
-+- - Previous AET borings, Don Stevens, Inc., site (AET #97-3415).
T
\
c3'Y
?_, ? ??
AMERICAN
I ENGINEERING
TESTING, INC.
SUBSURFACE BORING LOG
AET JOS NO: 02-00042 LOG OP BORItiG NO. G(p. 1 Of 1)
• Lots 1& 2 Block 2 Eagandale 2 Corp. Center; Easan. MN
ildi
d B
ngs
u
raoiscr: Propose
RL-C FIELD & LAB02\TOhY TEST.
DEPTH 97-1
SGRFACE ELEVATION: GEOLOGY N MC SA\4PLE
TYPE .
IN I
PL
00
1
%
M
FEET MATERIAL DESCRIPTION . \VC DEN LL -
_
I
Fill, mosdy clayey sand with a little gravel
F/M
SS
12
i and roots, brown and dark bmwn, froun ro
2 FILL
Fill, mixcure of sand and siity sand, light 12 M SS 14
3 I
brown and brown
a
?
TILL OR
?
5 Clayey sand with a litde gravel, reddish MIXED 9 M SS 16
brown, sdff (SGSIv) ALLUVIUN
6 X.: :
7
l ' 12 M $$ 1?
9 i
Silty sand with a little gravel, brown, medium
dense, a few lenses of sand and clayey sand
10 (SIvo "-
r. 12 LM SS 18
TILL
?
? r 13 M 55 18
13
k
.
14
Clayey sand with a little gravel, brown
ls motded, stifF (SC) 12 M SS 18
16 END OF BORING I
?
?
I
I
?
i
DEP'fH: DRTLLINGMETHOD WATERLEVELMEASUREMINTS NOTE: RL-FERTO
DA'IE TIME SAMPLED
I DEPTH C.ISING CAVE-IN
DEPTH DEPTH DRILLNG WATER
FLC;ID LEVEL LEVEL THE.i'IT.?CHED
0-14.5' 3.25" HSA 1N
SHEETS POR
1/13/98 2:00 ? 16.0 14.5 j 151 ? None
:
1/13l98 2:05 ? 16.0 None 6.1 Yone
EXPLANATION OF
'IEWllNOLOGY ON
BORING
COMPLETED: 1/13/98 I THIS LOG
cc: JF c?.: DA xig: 68 I
4/90
AMERICAN
1 ENGINEE1uNG SUBSURFACE BORING LOG
s TESTING, INC.
AET 70B NO: 02-00042 LOG OF BORING VQ. I(p. 1 OP 1)
nxorECT: Proposed BuildinQS; Lots 1& 2, Block 2, Eagandale 2 Corp. Ceuter; Eagan. VIN
DENfH SURFACEELEVATION: 92'0 GEOLOGY SA?IPLE AEC F]GLD S LABORATOAY TBST
N ?C .
FEET MATERIALDESCRIPTION ?pE IN' WC DEN LL I PL %200
Fill, mostly clayey sand wirh a little gravel
1
and roots, dark brown, frozen to 1.5' F/M SS 24
,
3 M SS 10
3 Fill, mostly clayey sand with a little gravel, a F[LL
trace of roots, hrown ?
a
5
6
M
SS
16
6
7
Sandy lean clay, brown mottled, medium, a FINE 5 M SS 12
8 lense of wet sand at about S.S (CL) ALLUVMM
9
10
WE.4THE
D i
?
Sandy lean clay with a little gravel, brown, ? TILL OR 7 Nt SS 16
11 medium, a few lenses of clayey sand (CL) MIXED
ALLUVIU
?
12
Silry sand wirh a little gravel, brown, loose ?: TILL OR
MIXED 9 M SS 16
13 (S,W ALLUVIU
ia
Clayey sand wich a little ?avei, brown TILL
15 mottled, very s[iff (SGSIvn 16 M SS 18
16 IND OF BORING
DEPLH: DRILLING METHOD WATL-R LEVEL MEASUREVIENTS N(>TG: RE.FER TO
0-14.5' 3.25?? HSA DATE TIME SDEPTHD DEPTH DEPTH F D?ID L VEL LCVGL LHE A1?TACHED
1/14/98 10:25 16.0 14.5 15.8 None SHEETS FOR AN
1/14/98 1030 16.0 None 7.7 None EXPLANnrioN oF
BORING THRMINOLOGY OY
COMPLETED: 1/14/98
cc:JF cn: DA Rg:68
I
( iHIS LOG
4190
AMERICAN ,
ENGINEERING SUBSURFACE BORING LOG
TESTING, INC.
AET JOB NO: 02-00042 LOG OF BORING VO. H(p. 1 Of I)
Pxoracr: Proposed Suildinqs• Lots 1& 2 Block 2 Eaaandale 2 Corp. Center; Eagan, NIN
TH
DEP SURFACE II.EVATION: 92'3 GEOLOGY S.?IPLE R . FIELD & LAI30RATORY TEST
N
FEET MATERIAL DESCRIPTIOM ? "C
I TYPE IN. WC I DEN I LL PL I %= 00
Fill, mosdy silty sand with a little gravel, gIyL F/M SS 18
t brown, frozen to 1.2'
i
?
Silty clay with roo[s, black ro dark brown,
XI,
TOPSOIL I
medium (CI
-ML) 5 M SS 16
3 .
Silt with sand, a trace of roots, dark brown,
moist, loose (ML) FINE
4 ALLUVIU
Lean clay, brown and dark brown motded, ?
5 medium, a few lenses of silty sand (CL) 5 M SS 14
6
MIXED
7 SIlty sand wi[h a litde gravel, brown and dark ALLUVN
brown mottled, loose, a few lenses of clayey > . OR g M SS 14
a saad (SM/SQ WEATHERE D
TILL
9
10
7
M
SS
16
tt ?
i? Silty sand with a litde gravel, brown motfled, TILL OR I
loose to medium dense, a few lenses of sand IvfIXED
13 and clayey sand (SK
ALLUVN
7
M
'
SS
18
14
15 19 M SS 14 i i
I
16 IIYD OF BORING I
I
i
I
DEPTFL: DRILLINGMETHOD WATERLEVELMEASliREMENTS NOTE: REPFS2'f0
? ??
0-14.5 3.25 HSA DATE TIME SDLRTH? DEPTH DEPTH I FLliID LE EL LEVEL
i THE ATTACHED
1/13/98 3:00 16.0 14.5 15.7 % I Yone sxEETS FoxAN
1/13/98 3:05 16.0 None ;.9 j None EKPLAN.anoN oF
BORING TE&M]\'OLOGY ON
COMPLETED: 1/13/9$ I
cC: JF cq: DA Rig: GH 1'HIS LOG
4/90
AMERICAN
? $NGINEERING
? TESTING, INC.
SUBSURFACE BORING LOG
AET IOB NO: 02-00042 LOG OF BORING NO. 9(p. I OP 1)
pxoJEcT: Proposed Buildings; Lots 1& 2, Block 2, Eagandale 2 Corp. Center; Eayan. MN
DEPTH SURFACE ELEVATION: 85'0 GEOLOGY S A
IPLE gEC FIELD 3 L:?LtORATORY TEST.
v xC , .
FEET MATERIALDESCRIPTION TYpE I?. WC DE\ LL I PL II `.b _00
Fill, mosdy clayey sand with a litfle gravel,
22
F/M
SS
21 i
I brown and dark brown, frozen to 1.2'
2
20 M SS 16
3
FILL
Fitl, mostly silty sand, a litde clayey sand and
4 gravel, brown
5 29 M SS 6
e
?
Clayey sand with roots, black ro dark hrown, TOPSOIL 3 M SS ? 14
8 sofr (SC)
9
io WEATHE D a M SS 16
Sandy lean ciay, brown motded, soft (CL) TILL OR
11 MIXED
ALLUVIU
12 •rW I 24
13
14
is 4 M SS 12
16 Silty sand with a licfle gravel, brown, very TILL OR
loose ro medium dense, lenses of clayey > . MIXED
17 sand (SM) ALLUVIU
6 /W SS 16
18
19
I
20
18
M
SS
2 ?
?
21 END OF BORING
DEPTH: DRILLING METHOD WATER LEVEL MEASURe.MENTS YOTE: REFER TO
, ???
aiv.s s..,s asa DATE TIME Sp?THD DEPTH DEPTH FLUIDLE EL LEVEL TFIEA72ACHED
1/14/98 1:20 21.0 19S 19.9 None sxssrs Fox nv
1/14/98 1:30 21.0 None 113 None EXPL.atJn'[IOV OP
BORING TERMINOLOGY ON
COMPLETED: 1/14/9$
cc_ JF cA: DA xi : 68 i
'I"HIS LOG
4/90
AMERICAN
I ENGINEERING SUBSURFACE BORING LOG
? TESTING, INC.
AET IOB NO: 02-00W2 LOG OF BOR4YG NO. ZO (p. 1 Of. 1)
PxoJEcr: Proposed Buildings• Lots 1& 2 Block 2 Eagandale 2 Corp Center Eagan MN
FIELD &LABORATORY iEST
DE
H 0
97 AMPLE REC
PT SURFACE ELEVATION:
' GEOLOGY N S
MC .
iN
IN
FEET
MATERIAL DESCRIPTIOiV TYPE . WC D&N LL PL ?-'_00
F/M SS 16
1
z
6 M SS L
3 mixture of sand wi[h silt and silty sand, a
Fill
,
litfle lean clay and gravel, brown, frozen to P FILL
4
5 15 M SS 14
6
7 Sand with silt and a litUe gravel, fine m COARSE
medium giained, brown, mois[, medium ALLUVIU 12 M SS 14
8 dense, lenses of silty sand (SP-Sbn (may be OR FILL
fill)
9
?
?
io ? 31 M SS 12
.
light brown, moist,
Gravel with sand and silt ?
t 1 ,
dense to very dense (GP-G1V)
? COARSE
12
?
ALLUVN
?. 60 M SS 7
13 ?
?
?
?
14
Sand, fine ro medium erained, lieht brown,
15 moist, loose (SP) 10 M SS 14
te END OF EORING
DEPTFI: DRII_I.INGMETHOD WATERLEVELMEASUREMEN'IS NOTE: REFERSO
DATE TpvSE S:IMPLED
DEPTH CASING
DEPTI-I CAVE-IN
DEPTFI DRILLING WAiEA
FLUID LEVII. LEVEL THE AT'fACHE?
0-14.5' 3.25" HSA
1114/98 11:40 16.0 14.5 14.5 None sttbh rs Forc nN
1/14/98 11:45 16.0 None 6.3 I None ExpL.-kvAr1oN oF
BORING TERb1INOLOGY ON
CO!vfPLETED: 1/14/98
I THIS LOG
cc: JF cn: DA Rig: 68
M
4/90
FREEZING WEATHER EFFECTS ON BUILDING CONSTRUCTION
Because water expands upon freezing and soils contain water, soiis which are allowed to freeze will heave
and lose density. Upon thawing, these soils will not regain their original strength and density. The extent
of heave and density/strength loss depends on the sod type and moisture condition. Heave is greater in soils
with higher percentages of fines (silts/clays). High silt content soils aze most susceptible, due to their high
capillary rise potential wluch can create ice lenses. Fine grained soils generally heave about 1/4" to 3/8"
for each foot of frost penetration. This can cranslate to I" to 3" of total frost heave. This total amount can
be significandy greater if ice lensing occurs.
DESIGN CONSIDERATIONS
Clayey and sllry soils can be used as perimeter backfill, although the effect of cheir poor drawage and frost
properties should be considered. Basement areas will have special drainage and lateral load requirements
which are noc discussed here. Frost heave may be criticat in doorway areas. Stoops or sidewalks adjacent
to doorways could be designed as structural slabs supported on frost footings with void spaces below. With
this design, movements may then occur benveen the structural slab and the adjacent on-.grade slabs. Non-
frost susceptible sands (with less than 12% passing a f1200 sieve) can be used below such azeas. Depending
on the function of surrounding areas, che sand layer may need a thickness transition away from the area
where movement is critical. With sand placement over slower draining soils, subsurface drainage would be
needed for the sand layer. High density extruded insulauon could be used within the sand to reduce frosi
penetration, thereby reducing the sand thiclmess needed. We cauuon that insulauon placed neaz the surface
can increase the potential for ice glazing of the surface.
The possible effects of adfreezing should be considered if clayey or silty soils are used as backfill.
Adfreezing occurs when bacld-ill adheres to rough surfaced foundation walls and lifrs the wall as it freezes
and heaves. This occurrence is most common with masonry block walls, unheated or poorly heated
building siruacions and clay backfill. The potenrial is also increased where bacldill soils are poorly
compacted and become sarurated. The risk of adfreezing can be decreased by placing a low friction
sepazadng layer between the wall and backfill.
Adfreezing can cecur on exterior piers (such as deck, fence or other similar pier footings), even if a smooth
surface is provided. Ttus is more likely in poor drainage simations where soils become saturated.
Additional footing embedment and/or widened footings below the frost zones (which includes tensde
reinforcement) can be used to resist uplifr forces. Specific designs would require individual analysis.
CONSTRUCTION CONSIDERATIONS
Foundations, slabs and other improvements which may be affected by frost movements should be msulated
from frost penetration during freezing weather. If filling takes place during freezing weather, all frozen
soils, snow and ice should be stripped from ueas to be filled prior to new fili placemen[. The new fill
should not be allowed to freeze during transit, placement or compaction. This should be considered in the
project scheduling, budgering and quantity estimating. It is usually beneficial to perform cold weather
ear[hwork operations in small areas where grade can be attained quickly rather tban working lazger azeas
where a greater amount of frost stripping may be needed. If slab subgrade areas freeze, we recommend the
subgrade be thawed prior to floor slab placement. The frost action may also require reworking and
recompaction of the thawed su6grade.
AMERICAN ENGINEERING TESTING, INC.
BASEMENT/RETAINING WALL BACKFII.L AND WATER CONTROL
DRA AGE
Below grade basements should include a perimeter backfill drainage system on the exterior side of the wall.
The exception may be where basemenu lie within free draining sands where water will no[ perch in the hackfill.
Drainage systems should consist of perforated or slotted PVC drainage pipes locaced at the bottom of the hackfill
trench, lower than the in[erior floor grade. The drain pipe should be sucrounded by properly graded 61ter rock.
The drain pipe should be connected to a suitable means of disposal, such as a sump basket or a graviry outfall.
A storm sewer graviry outfall would be preferred over exterior daylighdng, as the latter may freeze during
vnnter. For non-building, exterior retaining walls, weep holes at the base of the wall can be substimted for a
drain pipe.
BACKFT LING --
Prior to backfilling, damp/water proofmg should be applied on perimeter basement walls. The bacldill matenals
placed against basement walls will exert lateral loadings. To reduce this loading by allowing for drainage, we
recommend using free draining sands for backfill. The aone of sand backfffl should extend outwazd from the
wall a[ least 2', and rhen upwazd and outwazd from the wall at a 30° or greater angle from vemcal. The sands
should contain no greater than 12% by weight passing the N200 sieve, which would include (SP) and (SP-SM)
soils. The sand backfill should be placed in lifts and compacted with portable compaction equipment. This
compaction should be co the specified levels if slabs or pavements are placed above. Where slab/pavements
are not above, we recommend capping the sand backfill with a layer of clayey soil to minimize surface water
infiltration. Positive surface drainage away from the building shouid also be maintained.
Backfilling with sdty or clayey soIl is possible but not preferred. These soils can buiid-up water wlrich increases
lateral pressures and results in wet wall condiuons and possible water infiltrauon inro the basement. If you elect
to place silty or clayey soils as backfill, we recommend you place a prefabricated drainage composite against
the wall which is hydraulically connected to a drainage pipe at the base of the backfill trench. High plasdcity
clays should be avoided as backfill due to their swelling potential.
LATERAL PRESSURFS
Lateral earth pressures on beiow grade walls vary, depending on backfill soil classificanon, bacldill compacaon
and slope of the bacldill surface. Stauc or dynamic surcharge loads neaz the wall will also increase lateral wall
pressure. For design, we recommend the following ultimate lateral earth pressure values (given in equivalent
fluid pressure values) for a drained sod compacted to 95% of the standard Proctor densiry and a level ground
surface.
Equivaleut Fluid Density
Soil Type Active (pcf) At-Rest (pcfl
Sands (SP or SP-SM) 30 45
Silty Sands (SM) 40 60
Fine Grained Soils (SC, CL or ML) 70 90
Basement walls are normally restrained at the top which restricts movement. In this case, the design lateral
pressures should be the "at-rest" pressure siruadon. Retaining wails which are free to rotate or deflect should
be designed using the active case. Lateral earth pressures will be significanUy higher than that shown if the
backfill soils are not drained and become samrated.
AMERICAN ENGINEERING TESTING, INC.
BITUMINOUS PAVEMENT SUBGRADE PREPARATION AND DESIGN
GENERAL
Situminous pavements aze considered layered "flexible" systems. Dynamic wheel loads transmit high locat
slresses through the bituminousPoase onto the su6gade. Because of this, the upper por[ion oFthe subgade requires
high streng[h/stability to reduce deflection and fatigue of the bituminous/base system. The wheel load intensity
dissipates through the subgrade such that the high level of soil stabiliry is usually not needed below about 2' to 4'
(depending on the anticipated traffic and underlying soil conditions). This is the primary reason for specifying
a higher level of compaction within the upper subgrade wne versus the lower portion. Moderate compaction is
usually desired below the upper critical zone, primarily to avoid settlements/sags of the roadway. However, if the
soils present below the upper 3' subgrade zone aze unstable, attempts to properly compact the upper 3' zone to the
100% level may be difficult or noT possible. Therefore, control of moisturejust below the 3' level may be needed
to provide a non-yielding base upon which to compact the upper subgrade soils.
Long-term pavement performance is dependent on the soil subgrade drainage and frost chazacteristics. Poor to
moderate draining soils tend to be susceptible to frost heave and subsequent weakening upon thaw. This condition
can result in irregular frost movements and "popouts," as weIl as an acceferated so$ening of the subgrade. Frost
problems become more pronounced when the subgrade is layered with soils of varying pernteability. In this
situation, the free-draining soils provide a pathway and reservoir for water infiluation which exaggerates the
movements. The placement of a well drained sand subbase layer as the top of subgrade can minimize trapped
water, smooth frost movements and significantly reduce sabgrade softening. In wet, Jayered and/or poor drainage
situations, the long-term performance gain should be significant. If a sand su6base is placed, we recommend it
be a`Select Granulaz Borrow" which meets 1995 Mn/DOT Specification 3149.2132.
PREPARATION
Subgrade preparation should include shipping surficial vegetation and organic soils. Where the exposed soils are
within the uppe[ °critical" subgrade zone (generally 2'/z deep for "auto only" azeas and 3' deep for "heavy dury"
areas), they should be evaluated for stabiliry. Excavation equipment may make such areas obvious due to
deflecrion and rutting patterns. Final evaluation of soils within the critical subgrade zone should be done by test
rolling with heavy rubber-tired construction equipment, such as a loaded dump truck. Soils which rut or deflect
1" or more under the test roll should be corrected by either subcutting and replacement; or by scarification, drying,
and recompaction. Reworked soils and new fill should be compacted per the "Specified Densiry Method" outlined
in Mn/DOT Specification 2105317 1.
Subgrade prepazation scheduling can be an important consideration. Fall and Spring seasons usually have
unfavorable weather for soil drying. Stabilizing non-sand subgrades during these seasons may be difficult, and
attempts ofren result in compromising the pavement quality. Where construction scheduling requires subgrade
prepazation during these times, the use of a sand subhase becomes even more beneficial for consuvctability
reasons.
SUBGRADE DRAINAGE -
If a sand suhbase layer is used, it should be provided with a means of subsurface drainage to prevent water build-
up. This can be in the form of drainrile lines which tap into storm sewer sysiems, or outleis into ditches. Where
sand subbase layers include sufficient sloping, and water can migrate to lower azeas, draintile lines can be limited
to finger drains at the catch basins. Even if a sand layer is not placed, strategically placed draintile lines can aid
in improving pavement performance. This woufd he most important in azeas where adjacent non-paved areas slope
iowards the pavement. Perimeter edge drains can aid in intercepting water which may infiltcate below the
pavement.
AMERICAN ENGINEERING TESTING, INC.
BORLNG LOG NOTES
Symbol DePuiltion
S,H,N: Size of flush-joint cazing
BX: BX double mbe core barreI
AC: At compiedon of boring
CA: Crew assistant
CAS: Pipe casing, number indicates nominal
diameter in inches
CC: Crew cluef
COT: Clean-ouc rube
DC: Drive casing; number indicazes diameter in inches
DM: Drilling mud or bentonite slurry
DS: Disnubed sample from auger flighu
FA: Flight auger; number indicazes ouuide
diameter in inches
HA: Hand auger; number indica[es ou[side diame[er
HSA: Hollow-scem auger; number indica[es inside
diameter in inches
JW: letting water
MC: Column used w describe moisnve condi[ion oi
samples and ior the ground wa[er level symbol
N(BPF): Standazd peaetracion resistance (N-vatue) in
blows per Foot (see noces)
NQ: NQ wireline core bazrel
PQ: PQ wireline core barrel
RD: Rotary drilling with fluid and roller or drag bit
REC: In split-spoon (see notes) and thin-walled tube
sampling, the recovered length (iu inches) of
sampte. In rock cocing, the length of core
recovered (expressed as percenc of the cotal
core run). Zero indicates no sampie recovered.
REV: Revert drilling fluid
SS: Standazd splic-spoon sampler (steei; 1'1s" is
inside diameter•, 2" ouuide diame[er); unless
indicated o[herwise
TW: Thin-walled mbe; number indicates inside
diameter in inches
WASH: Sample of materiat obtained 6y xreening
returning rotazy drilling fluid or by which
has collected inside the boreho(e afrer
"falling" through drilting fluid
WAT: Water
WH: Sampler advanced by static weight of drill
rod and 140-pound hammer
WR: Sampler advanced by static weight of drill rod
94 mm: 94 millimeter wireline core barrel
V Water level indicated in boring
Symboi DeFinition
CONS: Ooedimensional consolidation test
DEN: Dry densiry, pcf
DST: Direct sheaz [est
E: Pressuremeter Modulus, uf
HYD: Hydromecer analysis
LL: Liquid limit, °'o
LP: Pressuremeter Limit Pressure, tsf
PEI2M_ Ccefficient of permeabiliry (K) test; F- Field;
L - Laboratory
PL: Plasric Iimic, %
qP: Pceice[ pene¢ometer strengrh, tsf
q,: Stadc cone bearing pressure, tsf
q,,: Unconfiaed compressive strength, psf
R: Electrical resisriviry, ohm-cros
RQD: Rock Qualiry Designator in percent (aga egare
lengch of core pieces 4" or more in length as a
percent of total core run)
S?.: Sieve analysis
TRX: Triaxial compression cesc
VS: Vane shear saength (field), psf
WC: Wacer content, as percen[ of dry weigh[
0-200: Percent o[ ma[erial finer than #200 sieve
STAi'DeLRD PEMTRATION TEST NOTES
The standard penevarion ces[ consisu of driving the sampler
with a 140-pound hammer and counting the number of blows
applied in each of three 6" increments of peneaation. If the
sampler is driven less chan 18" (usually in highly resistant
material), permiaed 'm ASTD1:D1586, the blows for each
comptete 6" incremen[ and for each paztial increment is
on che boring log. For paztial increments, the number of
blows is shown to the neazesc tenth of a foot below the slash.
The tengrh of sample recovered, as shown on the "REC"
column, may be greater than the distance indicaced in the
N column. The dispariry is because the N-value is recorded
below the inidal 6" set (untess partial penetration defined
in ASTIM:DI586 is encouarered) whereas the length of sample
recwered is far che entire sampler drive (which may even
exund more than 18").
Ah1ERICA'Y ENGINEERIlYG TESTING, LNC.
,
CL4SSIFiCATiQN OF SOILS FCR EVGINEcRING PURFOScS
AST ??C?? ?G??G
`A Designation: D 2487 ?y '?ST?(G, LNC. I
(8ased an Uniiied Soil C,assincation System)
C;,arsBGranen Sods
.Nare man 50% ratameC an
Na. 200 sieve
;7,ne.;rameE Soils
i0% ur mmra pasea ma
No. 200 SIBVe
Shc Castiflcatian
Citena far .Lmqning Gmuo Symaau a'w Group Names Usn4 LaCan[aY 'esur" Gem+o
Grouo Nama3
Symvm
GrarNS Caan Gcave45 Cu>s ana t<C.-Sy` GW 'Nell graeqc gMee
Nme ttten ::-0% coarsa Lea man 596 finga'
'rdraan resameo an Cu-n annfar 3? ?oorry 9naetl qraveY
No_ s sieve
Gtaven wiCt nnes Fmee tlawiiy as wL w.NN GM Sdry grzveY.O',
SanGs
50e6 a more W coarse
TaC'An Pa85B1 No.
1 Sj9y
sms ana aays
liauia lLmt less man E0
Mae man 12?h fores-
Cean Sands
Les ;1ran 5i6 imes"
nreas dassulY as C ar Gi GC paYeY 9+ar'eY.c.r
Cu>6 aM tssCc:S7` SW `Nan.graaea sand
Cusd anE/ar 1s.;,:'3° SP Poorry grayey yymd
Saiws Mnh n? nivals c:amfy u ntl a uN SA/ Slry sanel
Mme tllan 12% Ilrmj
Fires cull as C. y CH SC Cayey saned? '
imrganep PI77 arW Pk" an ar a0ws C. l2an ctay[Lw
•A•. 8nc
?I<4 pr yop tleMw °,5" NI. Sili'u'"
14ea'
org2mt UpiuC Iimit - wen EeieO
-
' Cl Organx ddY?n
CO.
I
S
LipuiC :imit - nat CrieO OrSanic silt'V-'v.a
sals ana cZYS i^or9airsK PI Pqo on or aawe ..A" line Cri F:at C3y<w
UuuM Iimrt 50 ar mara
PI PIGe Oerow .•A•• liim ,41N ciaztiC SiIC°.?
OrtpniC L.iOllidflrtlR-avMIGnGC- ON Q19311iCCWY 4tiP
0.75
LJQllld tIIIIR • m d(ICd
Cf99f1iC AII`?J.O
Higmy orqanic saiis
PAmanly organic rtmtter. aazx in eaor, vw rnganic oeer fTT ?eac
'3aa.e an in• mmew ousns ms, 3«. f?i v.v..
3 ;D"12
0
,L
:.
•
115Na sama?e ernqur0 eoa0oss v OpuC?ea. Q aaYl. aCC ,O
.
O a' 0"
`mt, m001ea ar Oauqen. a CoN' b gaeup rmms.
"Gmau xvui 5 to ?2% nms gmmn, Eual sMrnds FII ad mneuol vnu. aaa'? srq" s 9MUe
GWGM n49radau qvrw wm sYt nail
GWGC wail'Waasw 9rivs, m'/ '!f fino tlawiv U G#Il uai Gim TmoM Gr9x/. m
GPGM paam, 9aggb 9riasi, ? Sir SCSM.
GAGC paMY WwM ?CaY Iil kwa ars agame am1? C'qrx Bnsss' b qam
°sanoa -m s ro 12?s mr. I.wi+a am rymoac rum..
SWSM wai19nadb are rim sk 'II ml anuvne'SM qawL a0d ? 4+ti- m Wm,
SY'h5C wei4gneea aW wN? tlaY nama.
$ASA1 Owm/ 9mw ain w11 att
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F
GENERAL TERMINOLOGY NOTES FOR
SOII., IDENTIFiCATION AND DESCRIPTION
GRAIN SIZE
Term ASTM
Boutders Over 12"
Cobbles 3" to 12"
Gravel H4 sieve to 3"
Sand /1200 [o #4 sieve
Fines (silt & clay) Pass #200 sieve
CONSISTENCY OF PLASTIC SOILS
Term N-Vafue. BPF
GRAVEL PERCENTAGES
Term Pmmm
A Little Gravel 3%-I5%
R+ith Grdvel 15 %-30 %
Gravelly 30%-50%
RELATIVE DENSTTY OF NON-PLASTIC SOILS
Term
Very Soft less than 2
Soft 2-+
Medium 5-8
Stiff 9-15
Very Suff 16-30
Hazd Greacer chan 30
MOISTURElFROST CONDI'TION
(MC Column)
D(Drv): Absence of moisture, dusty, dry co
touch.
M(Moist): Damp, aithough free wazer not visible.
Soil may still have a high wazez content
(ovez "optimum").
Very Loose
L.oose
Medium Dense
Dense
Very Dense
N-Value. SPF
0-4
5-10
11-30
31-50
Greatez chan 50
LAYERING NO'I'ES
Laminations: Layers less than 'h" thick of differing
material or color
Lenses: Pockecs or layers e eaza than 'h" thick
of differing material or color
W (Wet/
Wa[erbearing): Free water visible. Intended to descrihe
non-plasLic soiIs.
F (Frozen): Soil frozen.
FTBER CONTENI' OF PEAT
Te:m Fiber Content (Visual Estimate)
Fibric: Greazer than 67`9
Hemic_ 33-67%
Sapric: Less rhan 33%
ORGAriIC DESCRIPTION
Non-peat soils are described as organic, if soil is judged
to have sufficient organic content to influence tha soii
propeaies.
O1CLS011(4/96) AJV[ERICAN ' ? RIN ' IN -