980 Discovery Rd - Report of Project Testing ServicesAMERICAN
/ ENGINEERING
o TESTING, INC.
REPORT OF PROJECT TESTING SERVICES
PROJECT: REPORTED TO:
CONSULTANTS
o GEOTECHNICAL
o MATERIALS
o ENVIRONMENTAL
DON STEVENS BUILDING R.J. RYAN CONSTRUCTION, INC.
DISCOVERY CIRCLE 6511 CEDAR AVENUE SOUTH
EAGAN, MINNESOTA MINNEAPOLIS, MN 55423
ATTN: MR. JON HORMANN
AET JOB NO.: 02-00304
DATE: SEPTEMBER 18, 1998
INTRODUCTION
This report summarizes the results of the project testing services we conducted for the Don
Stevens Building in Eagan, Minnesota. Our services were conducted on an intermittent basis as
authorized on February 19, 1998, by Mr. Jon 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 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.
PROJECT INFORMATION
We understand the project will be an office/warehouse building. We further understand that the
building will:
"AN AFFIRMATIVE ACTION EMPLOYER"
2102 University Ave. W- St. Paul, MN 55114 0 612-659-9001- Fax 612-659-1379
Duluth • Mankato • Marshall • Rochester • Wausau
AET #02-00304 - Page 2
• Have one above-grade level, supported on-grade.
• Have approximate overall dimensions of 210' by 180'.
• Be constructed using precast concrete wall panels and long-span steel trusses.
• 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 887.
• Have bottom-of-footing elevations of about 878 to 883 for perimeter 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
lh "
• 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, a subsurface exploration program was performed for the building by our firm. The
results were presented in our February 13, 1998, report (AET #97-3415). Refer to that report for
pertinent background information and for our recommendations to prepare the building addition
area for structural support.
AET #02-00304 - Page 3
EXCAVATION OBSERVATIONS
We observed the soils exposed in the bottom of the mass excavation for the building during the
period from April 26 to June 5, 1998. We were not present at the site on a full-time basis. Our
services consisted of several site visits, coordinated with the Contractor, which allowed us to
observe the entire mass building excavation bottom for the building.
The results of our observations were presented in our August 5, 1998, report (AET #02-00304).
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 utilities,
we conducted a total of 70 soil density tests. The density tests were compared to the laboratory
Standard Proctor maximum dry density (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 locations and elevations tested. The test results were submitted previously, under separate
cover.
CONCRETE TESTING
We performed testing of the plastic concrete as it was placed for the slab-on-grade for the
building. Our services included 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.
AET #02-00304 - Page 4
All testing was performed in accordance with current ASTM 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 Specimens, 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 July and August of 1998, an NDT technician from our firm observed the field welded and
bolted connections for the building addition. The results of our testing were presented in our
Report of Welded and Bolted Connection Observations, dated September 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.
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 Contractor tightened the slip critical bolted
connections using the "turn-of-the-nut" method. All slip critical bolts 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 intimate contact
for the bolted connections that were accessible and observed.
AET #02-00304 - Page 5
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 other than 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.
SIGNATURES
Report Prepared By:
Robin L. Flickinger
Geotechnical Engineer
Report Reviewed By:
'Steven D. Koenes, PE
Principal Engineer
MN Reg. #13180
ENERGY CODE ANALYSIS
JOB NAME DON STEVENS, INC.
Gross Wall Area #1-5 17,940 Sq. Ft. x 0.230 U = 4,126.20
Gross Roof Area #6-7 37 , 730 Sq. Ft. x 0.045 U = 1,697.85
TOTAL Sq. Ft. x U 5, 824.05
ACTUAL CONSTRUCTION SQ. FT. X U
1. Single Glass Sq. Ft. x U=
_
2. Double Glass 1,260 Sq. Ft. x 0.540 U=
_
3. Triple Glass Sq. Ft. x U =
4. Door - H.M. Type 1 42 Sq. Ft. x 0.250 U =
O.H. Type 2 520 Sq. Ft. x 0.250 U =
Type 3 Sq. Ft. x U =
5. Net Wall - Type 1 16,118 Sq. Ft. x
Type 2 Sq. Ft. x
Type 3 Sq. Ft. x
TOTAL #1-5 17,940 Sq. Ft.
6. Skylight
Sq. Ft. x
0.076
U=
U=
U=
U=
1,224.97
7. Net Roof - Type 1 37,730 Sq. Ft. x 0.045 U = 1,697-85
Type 2 Sq. Ft. x U =
TOTAL #6-7 37 , 730 TOTAL Sq. Ft. x U 3, 743.72
I hereby certfy that this plan, specification or report was prepared by
Actual Construction U x Sq. Ft. me or under my direct supervision and that I am a duly Registered
Engineer undet-thalaws to of Minnesots.
is Less Than Code Requirements
ENERGY safe zI r=198 Reg. No. 9573
680.40
10.50
130.00