3010 Lunar Lane - Excavtion and density testingt
AYfERICAN
ENGINEERING
TESTING, INC.
REPORT OF EXCAVATION OBSFRVATIONS
AND DENSITY TESTIN?
PROJECT:
BISCO CLEAN AIIt BUII.DING
LONE OAK & LUNAR LANE
EAGAN, MINNESOTA
AET JOB NO.: 96-1398
REPORTED TO:
CONSULTANTS
o GEOTECHNICAL
a MATERIALS
o ENVIRONMENTAL
ADKINS CONSTRUCTION, INC.
2020 SILVER BELL ROAD
SLTITE 27
EAGAN, MINNESOTA 55122
ATTN: DAVID ADHINS
CC: `CITY OF EAGAN
` ATTN: DALE SCHOEPPNIIt
DATE: MAY 21, 1996
INTRODUCTION
This report presents the results of the soil observations and tesung we performed for the
referenced project. Our services were conducted on a part-time basis. The scope of our work
was limited to the following:
• Observing the bottom of the mass excavation for the building.
• Drilling shallow hand auger borings in the bottom of the excavation.
• Perfornvng hand cone penetrometer probes in the bottom of the excavarion.
• Evaluating the suitability of the exposed soils to support the fill and anticipated building
loadings.
• Conducting compaction tests in fill placed to finished subgrade.
• Summarizing the results of our services in a written report.
Our work on this project was authorized on April 2, 1996 by David Adkins from Adkins
Construction.
"AN AFFIRMATIVE ACTION EMPIOYER"
2102 University Ave. W. o St Paul, MN 56114 a 612-659-9001 a Fax 612-659-1379
Duluth a Mankato e Rochester = Wausau
AET #96-1398 - Page 2
Based on the results of our observations, hand auger borings, hand cone penetrometer probes, and
our review of the available information, it is our judgment the soils exposed in the mass
excavation bottom for the building were suitable for support of the fill and structural loadings.
The results of the soil compaction tests taken during filling operations indicates that all final tests
met or exceeded the minimum specified compaction level at the elevations and locations tested.
In areas were the tests did not meet the specif'ied compaction levels with the initial effort, the soils
were dried, recompacted and retested. The results of these retests met or exceeded the specified
compaction levels.
These conclusions are intended as a summary. Read the remainder of the report for specific
information.
We understand or assume that the construction underway will:
• Have one above-grade level.
• Have a first floor elevation of 852.0.
• Be supported by conventional spread footings designed using an allowable soil bearing
pressure no greater than 3,000 pounds per square foot (psfl.
• Have a bottom-of-footing elevation at about elevation 848.
• Have approximate overall dimensions of 44' by 80'.
• Use masonry block walls and structural steel roof deck construction.
AET #96-1398 - Page 3
• Have normaI tolerance to settlement.
• Be constructed according to applicable building code requirements.
Deviations from the above design information could necessitate aitering our conclusions and
recommendations. Contact us if the information stated is different from the actual project design.
Building location and elevation information obtained at the site, and presented in this report, was
referenced to off-set building stakes placed by others.
BACKGROUND INFORMATION
Previously, we performed a subsurface exploration program at the referenced site. The results
were presented in our March 6, 1996 report (AET Job No. 96-1236.) Refer to that report for
pertinent background information and for our recommendations to prepare the building azea for
structural support.
EXCAVATION OBSERVATIONS
We observed the mass excavation for the building during the period from April 2 to April 4,
1996. We were not present at the site on a full-time basis. Our services consisted of periodic
visits to the site, coordinated with the excavator, which allowed us to observe the entire mass
excavation for the building under construction. In addition to observing the soils exposed in the
excavation, we conducted shallow hand auger borings and hand cone penetrometer pmbes in the
bottom of the excavation. The soils encountered were classified in general accordance with
ASTM:D2488. Estimates were made of their strength properties based on their resistance to
advancement of the hand auger and from the hand cone penetrometer readings. The soils were
also compared to the soils described by the preliminary boring logs.
AET #96-1398 - Page 4
The soils exposed in the base of the excavation were classified as naturally deposited sands,
similar to those described in the preliminary report and the associated soil boring logs. The
bottom of the excavation ranged from elevation 850 in the north to 852 in the south. The
observed soils were judged suitable for support of the fill and building loads.
No standing water was observed in the bottoms of the excavations.
During the period from April 3 to April 8, 1996, we conducted 12 density tests in fill placed at
the site. The density tests were conducted on an intermittent trip basis. The field density tests
were compared to the laboratory Standard Proctor maxunum dry density (ASTM:D698) to arrive
at a percent compaction level for each test. The test results for are attached.
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 other than the addressee.
Our services for 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.
AET #96-1398 - Page 5
Report Prepared By: Report Reviewed By:
l? • L?GlGr.C..T, s? ?/?
Robin L. Flicki r Michael P. McCarthy, PE
Geotechnical Engineer Principal Engineer
MN Reg. #16688
Attachments:
Report of Density Tests
Earthwork Quality Control Information
EAR'THWORK QUALITY CONTROL INFORMATION
EYCAVATION BASE VAi UATION
Judgmenu of supponing soils aze based on soils ezposed, and on local samples af soils retrieved by hand augering and
probing. Because condirions in the subsurface are Ivddeu, it is not possibte co fiilly characterize the subsurFace condidons.
Therefore, the clienc must accept thac our judgmen[s aze limited to [hose soils which are direcdy observabie to us.
As soil condidons may be variable at depth, it is 6est tha[ ezcavation base observarian be aided by deeper exploratory cest
borings (usually done prior ro consttucdon). Although these deeper borings may noc corally reveal what is in the
subsurface, rhey greatly reduce the risk of deeper poor soils going undetected.
The presence of ground water within the ezcava[ion can also limit the supporting soil evaluatian process. Also, if
standing ground wa[er is present, chere is a risk to the client chat compressible soils may not be observed and remain
beneach the water during ezcavuion. The compressible materials cau become nQped benea[h or within the subsequendy
placed fill.
FRiINStnunual fill placement is commonly monicored by performing local compaction rests, which entails comparing a fieid
densiry cesc [o a laboracory Proccor cest to arrive az a percenc compaction. Densicy tests of fill only provide the campacrion
level of the fill at the locadon and eievation of the test. As many faccors coauol compaction, such as fill lift [hiclmess,
moisture content, maLerial type and compactive effort, compaction variation within fill can eaist which may no[ be
reptesented by the tesu. Densiry (compaccion) tests are considered represenradve when used in a conscienrious program
of conuolled fill placement, where the faccors influencing compaction aze closely monitored. Conclusions about fill
sui[abilicy to support scruccural loadings from the resulu of a limiced number of compacrion oests includes increased risk,
unless the individual drawing the conclusions has complese lmowledge of the afore-menrioned variables during placement.
For this reason, par[-time cesring on a°trip" basis includes more risk to the client than "fiill-time" monicoringltesting.
OVERSIZINStructurai elemenrs aiso exert loadings lateraily; and because of [his, the excavation and subsequent fiil sys[em needs co
be oversized to accammodate these loadings. The extent of laceral oversizing is normally associated wi[h the movement
sensitiviry of the smicnue and the strength/comQressibiliry proper[ies of the soils remaining along the ezcavadon
sidewalls. Oversizing on the order of 1(horizon[ai):1 (vertical) is rypically provided for foundatioac in "normal"
conditions. However, oversizing on the order of 11/z:l or more is usually needed in (righly compressible situauoac such
as swamp deposits.
AET does not pracrice in the field of surveying and must rely on location and elevation staking of proposed construction
by the clienc or their represenrative. Our measurements in the field arc made in reladon co those stakes or other locadon
and elevauon information pravided co us. The reliabiliry of AET's opinions, conciusions and recommendaaons based
on those measuremenzs is dependent on che accuraey of the scaking or information provided by the client or their
representative.
t'DEEZING WEATEIIIt
Soils whicti are allowed to freeze will heave and lose densiry. Upan chawing, these soils will noc regain rheir full originai
strengEh and densiry. The extent of heave and density/strengch loss depends on the soil type and moisture condirion; and
is usually more pronounced in finer gained soils, and particuiariy silty soils. Foundaaons, siabs, and ocher improvemP*+rs
affected by such frost movemen[s shouid be protected frnm frost incrusion during freezing wearher. If filling takes place
during freezing weattter, all frozen soils, snow and ice should be stripped from all areas to be filled prior to new fill
placement; and the new fill should nat be allowed to freeze during or after placement. For this reason, it is usually more
beneficiai w perform ezcavare/re611 operanons during freezing wearher in smaller plan areas where grade can be attained
quicicly rather than worldng lazger areas where a large amount of frost stripping may be needed•
y rurrrMZet crrnppRT ON UNCONTROLLED FILL
Risks are associated with supporting smictures on fill which has not been placed in a controlled and well documented
manner. Even where exisring fill appears to be well compacted (including when soil borings have been performed),
hidden poorer or looser soils can pocentially ezist below or within the fill; or previous excavatian and extension of the
compacted fill may not have been provided with sufFcient oversize in all directions to accommodate the new lateral
loadings. Risks can be reduced by means of increasing the amount of testing and observations.
02FLD014(4/96) AMERICAN ENGINEERING TESTING, INC.
AMERICAN
ENGINEERING
TESTING, INC.
REP(1RT QF DENSITY TESTS
PROJECT: REPORTED TO:
CONSULTANTS
o GEOTECHNICAL
m MATERIALS
o ENVIRONMENTAL
BISCO CLEAN AIR BUILDING ADKINS CONSTRUCTION, INC.
LONE OAK & LUNAR LANE 2020 SILVER BELL ROAD
EAGAN, MINNESOTA SUITE 27
EAGAN, MINNESOTA 55122
AET JOB NO.: 96-1398 ATTN: DAVID ADKINS
CC: CITY OF EAGAN
DATE: MAY 21, 1996 ATTN: DALE SCHOEPPNER
FIELD DENSITY TEST DATA
Method: Sand Cone (ASTM D1556) _; Nuclear (ASTM D2922) X
Note: Practor values adjusted for variabte gravel content; and accordingiy, values shown on Proccor list aze not necessazily the
value used in calculating % compaction.
Test Test Test
Nq:, D= Location
1 4/3196 35'S of NE Building Comer
2 4/3/96 NE Building Corner
3 4/3i96 NW Building Comer
4 4/3/96 Retest of #1
5 413/96 Retest of il'L
6 413196 Retest of !f3
7 4/8196 10'S of NE Building Corner
lnterior Wall Backfill
8 4/8/96 20'N of SE Building Cotuer
Exterior Wall Backfill
+* - Test result below specified level.
Dry Moist. %
Dens. Cont. Oversize Proc. Percent Specified
E1ev WL % Material Ng comy2Action Minimum
.
852 109'h 2.6 12 1 92"' 95
852 1091h 3.8 12 1 92" 95
852 110 3.5 12 1 921h** 95
852 113 3.3 12 1 95 95
852 113 3.7 12 1 95 95
852 113 4.0 12 1 95 45
852 110 3.7 8 2 95'/z 95
852 108 2.9 8 2 94 90
"AN AFFIFMATNE ACTION EMPlOYER'
2102 University Ave. W. a St. Paul, MN 55114 e 612-659-9001 a Fan 612-659-1379
Duluth - Mankato e Rochester a Wausau
AET #96-1398 - Page 2
- ---- --
FIELD DENSITY TEST DATA
Note: Proctor values adjusted for variable gravel content; and accordingly, values shown on Proctor list are not necessazily the
value used in calculating % compaction.
Dry Moist. %
Test Test Test Deas. Cont. Oversize Proc. Percent Specified
Nq, te Location F v p? % Ma[4II.a1 N4.. Comvacrion Minimum
9 4/8/96 Middle of South Wall Incerior 851 109 3.8 8 2 95 95
walt Bacxriu
10 4/8/96 10'N of SW Building Comer 851 107'h 5..4 S 2 93'h 90
Excerior Wall Backf'ill
11 418196 25'3 of NW Buiiding Comer 852 1101k 5.3 8 2 96 95
Interior Wall Backfill
12 4/8/96 Middle of North Wall Interior 852 110'fz 2.7 8 2 96 95
Wall Backfill
LABORATORY MOISTURE-DENSITY RELATIONS OF SOILS (PROCTOR)
No. Soil Descriauon ethod
2 Sand, fine to meidwn grained, brown (SP) A
2 5and, mosdy fine grained, brown (SP) A
Procedure & Method: Standard (AS1'M D698) ,X_; Modified (ASTM D1557)
To protect the addressee, ihe public, and ourselves, this report (and all supporting i
own use. No representations aze made to parties offier than ihe addressee.
Opt. Moisnue Max. Dry
Contem % Densitv ocf
11.7 115.2
13.0 112.2
is provided for the addressee's
Reviewed By Robin icldnger
? . ..
RECEIVED RP? ? ? i?
AMERICAN CONSULTANTS
0 GEOTECNNICAL
1 ENGINEERING o MATERIALS
TESTING, INC, o ENVIRONMENTAL
o
REP4RT OF WEI,DED ONNF. ION OB RVATION
PROJECT:
BISCO CLEAN AIR BUILDING
LONE OAK RD & LUNAR LANE
EAGAN, MINNESOTA.
AET JOB NO: 96-1398
REPORTED TO:
ADKINS CONSTRUCTION, INC
2020 SILVER BELL ROAD
SUITB 27
EAGAN, MINNESOTA 55122
DATE: APRIL 25, 1996 CC: CITY OF EAGAN
Date of Observations: April 24, 1996.
Reference Documents: Drawings available on site. AWS D1.1 and D1.3 Structural
Welding Code.
Personnel: Pete A. Jorland SNT-TG1A Level II, AWS CWI, ICBO Special Inspector.
Scope of Work: Visually observe fteld welding of structural steel and bar joists.
Visually observe roof deck welding and installation of inechanical
fasteners.
Results; Upon final observations, field wetding of structural steel connections sarisfy
requirements of above referenced code and project specifications.
Deck weiding and mechanicai fascener installation satisfies above
referenced code and project specifications.
TestMethods: Visual weld observations were performed in accordance with the
requirements of Section 6 of tlze Structural Welding Code (Steel), or
Section 7 of the Structural Welding Code (Sheet Steel). Individual welds
were judged for quality, size and length.
'AN AFFIRMA7IVE ACTION EMPLDYER'
2102 University Ave. W, e St Paul, MN 55114 < 612-659-9001 > Fax 612-659-1379
Duluth < Mankato e Rochester =Wausau
AET# 96-1398 PAGE 2
Remarks:
Report Prepared By:
Our work was authorized by David Adkins of Adkins Construction, Inc.
Pete A. Jor and
NDT Specialist
Report Reviewed By:
?,?---
Daniel J. son
?
MAR.-29'96IFR1) 10?43 ADKINS CONSTRUCTIQN TEL:612-686-5246 P.001
. ADKINS
CONSTRUCTION INC.
pESIGNERS • BUILpERS
FA,X TRANSMITT L
riATE:
ATT • JQ$ 0:
REF: C? ?Y
Pages: i:-iaclnding tLis pxge.
wa are uaasmitting to you the follawing:
( ) 5hop Drawings ( } Contract ( ) Letter
( ) Pr ( ) Change Qrder ( ) 5peciEications
ther:
Summarr
Theso an Iranami[[ed as chetktd below:
(446 Requested ( ) Re[urnod For Cortections
(} For Your Use () Approved As 5ubmitted
() Por Your File () Approved As Noted
() For Review & Camment () ResLtbmit _ Copies For Approval
{) For Apprpval () Submit _ Capies For Distribution
( ) OEhe*:
RemarIts:
5incerely,
Adkins Coastructioa Inc.
avid Adkins
P'resideat
Please contact me if you 6ave aoy prohlems
with this trensmissiaa at 612/685-5000.
AcI FAx #6e6-5246
2020 Silver Bell Road, Suite 27 + Eagan, MinnesotaS5122 • 61216e65000 • Fax GB6-5246
R=95% 612 686 5246 03-29-96 11:48AM P001 #30
MAR,-29'96(FRI) 10:44 ADKINS CONSTRUGTION TEL:612-686-5296 P.002
? ADICiNS
CONSTRUCTION INC.
DESIGNERS • BUILDERS
Ma[ch 20, 1996
Mr. Detle Schaeppncr
? SeIIiOr Plan Itevlewer
City of F,agan '
3830 P"ilot Knbb Road
Eagan. MN 55122
Re: Bnergy Calculations, $isco Cleart AiC, Lunar Lane
Aear Mr. Schoepgnar:
The fallowing energy calculations are provided for your rev?ew.
ExPOSED WALL AREAS U. AREA TQTAL
12" Standard Concrete Blvok w/ Foam core 51l __.. 0.12 x 3,312.00 397_44
12" 5W Blk w/ foam 8nd 1.5' Insul w! 518" +(yp Bd 0.04 1,160.00 46.40
DOaRS AND W[1dDOW$ '
Overhead doora (8'8"x10' end 12'x14') - - - . . . . . .
. 0.10 255.00 25.50
Soorefrant floor and glazing . . . . . • - - - . . . . . . . 0.30 120.00 36.00
Hollaw meral ezterior door . . . . . . . . . . . . . . . . . 0_06 25_00 1.50
RQOF AREA
. Steel joist and meral deck w! It=30 . , . . . . . . . . . 0.03 3,520.00 105_60
TOTAL FOR E7tP+DSED ARFAS 612.44
SUMMARY
? tUlowable for exposed watl . . - - • • • • • • • • - - - . 0.09 4,872.00 438.49
, Allawable for roof _ . . . . . . . . . - • • . • • • . . . . _ 0.05 3,520.00 176.00
TUTAL ALLOWABLE FOR EXPOSED AREAS 614.48
If yoa havc any queatiuns glcase give me a call.
Siacot+ely
Adldns Coxanvctioa Inc_
David Adkins
Fzesideot
2020 5ilver Bell Road, Suile 27 • EBgan, MinnesOta 55 122 + 6121696-5000 • Fax 686-5246
. R=954'0 612 686 5246 03-29-96 11:48AM P002 1$30