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, AMERICAN ���`���� � CONV RONMENTAL
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REPORT OF PROJECT TESTING SERVICES
PROJECT: REPORTED TO:
TRINITY LUTHERAN CHURCH ADD]TIONS ARCHITECTS REGO & YOUNGQUIST
2060— 6T'' AVENUE NORTH 7601 WAY"LATA BOULEVARD
LONG LAKE, MINNESOTA SUITE 200
ST. LOUIS PARK, MN 55426
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5�� ATTI�1: MR. LOREN MORSCHEI�'
AET PROJECT NO: 20-06374 (;�
��� CC: JAMES STEELE CONSTRUCTION
ATTN: TlM SACK
CITY OF ORONO
DATE: AUGUST 9. 2007 ATTN: W]LI.IE GIBBS
INTRODUCTION
This report summanzes the results of the project testing services we have conducted for the
referenced project in Long Lake, Minnesota for the time period of August 24, 2006 tllrough July
25, 2007. Our services were performed as authonzed on September l, 2006, by Loren Morschen
of�Architects Itego & Youngquist, Inc. Our services were conducted on a will-call basis. The
scope of our work included the following:
• Observing the soils present in the mass excavation for the building addition.
• Performing compaction tests in fill placed in the building addition.
• Observing the reinforcing steel placed in the structura] foundation elements of the building
addition.
• Performing on-site testing of plastic concrete.
• Performing compressive strength testing of concrete cylinders.
• Observing the construction of portions of the masonry walls for the building addition.
• Performing compressive strength testing of masonry corefill grout "prisms".
• Observing welded and bolted connections for the structura] steel frame and roof decking.
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550 Cleveland Avenue North• St. Paul, MN 55114
Phone 651-659-9001 •Toll Free 800-972-6364• Fax 651-659-1379•www.amengtest.com
Offices throughoul Florida,Minnesota,South Dakota 8 Wisconsin
AN AFFIRMATIVE ACTION AND EQUAL OPPORTUNITY EMPLOYER
AET Project No. 20-06374 — Page 2 of 8
PROJECT INFORMATION
The addition was constructed to the north and east sides of the existing Trinity Lutheran Church
building. lt is a two story structure covering a footprint of about l 1,500 square feet, with floor
elevations matching the existing building. The addition is supported on conventional spread
footings designed using an allowable soil bearing pressure of 2,500 pounds per square foot (ps�.
The addition is constructed with masonry bearing walls, structural steel framing, and with steel
or wood roofing systems. The site work consisted of new bituminous pavement south and east of
the existing building.
We understand the bui]ding addition was constructed according to applicable building code
requirements.
BACKGROUND INFORMATION
A geotechnical exploration program and analysis was performed for this project by AET. The
results were presented in our Report of Subsurface Exploration and Geotechnical Review, dated
January 6, 2006 (AET Project No. 01-02675). ]t was recommended in the repori that, after
proper site preparation, the proposed building be supported by conventional spread footings
designed for a maximum net allowable bearing pressure of 2,500 psf. AET recommended in the
report that site preparation for the entire addition footprint consist of excavation of all existing fill
and topsoil. lt was recommended in the report that fill required to achieve design grades beneath
footing and slab areas be granular soil. Refer to the Report Subsurface Exploration and
Geotechnical Review for more detailed information about the soil conditions and the
recommendations for building support.
AET Project No. 20-06374 — Page 3 of 8
SOIL OBSERVATIONS AND TESTING
Excavation Observation and Results
Personnel from AET performed observations and testing of the soils in the mass excavation
bottoms for the entire building addition footprint. The results of these services were provided in '
our Report of Excavation Observations and Compaction Testing, dated September 27, 2006.
Briefly, that report states that the soils observed in the bottoms of these excavations should �
provide adequate suppori of the fil] and structural loads. Reference should be made to that report
for more details about the soil conditions; our observation techniques, and the results of our ,
observations.
Compaction TestinQ Results
AET personnel have performed compaction tests in fill placed during building addition
construction. The results of these field density tests were compared to the laboratory Standard
Proctor maximum dry densities (ASTM: D698) far different soil types to calculate the
compaction levels for each test. The results of our compaction tests were presented previously in
our Report of Excavation Observations and Compaction Testing, dated September 27, 2006. In
summary, the soils at the locations and elevations tested were compacted to levels that should
adequately support the structural building loads
REINFORCING STEEL OBSERVATIONS
Prior to placement of concrete, AET personnel observed the reinforcing steel present in the
footings for the building addition. Our observations were performed on a will-cal] basis, when
requested by the contractor. During our observations, we judged the following items for
confonnance to the most current structural drawings available at the project site:
AET Project No. 20-06374— Page 4 of 8
• The conditions and dimensions of the various formwork.
• That the proper number, size, spacing, and lap of the reinforcing steel were provided.
• That proper concrete cover and support was provided between the reinforcing steel and the
formwork and/or the ground surface.
• That the reinforcing steel was substantially free of rust, scale, dirt, ice or other deleterious
materials which will reduce adhesion with the concrete.
Based on the results of our observations, it is our opinion that the reinforcing steel placed in the
observed structural elements was in substantial compliance with the current structural drawings
present at the site.
AET does not perfonn surveying services, therefore, our observations of the reinforcing steel
were based on the positioning of the formwork by the contractor. We are not responsib]e for the
exact locations of the formwork.
CONCRETE TESTING
We performed testing of the plastic concrete as it was being placed in some of the structural
elements of the building. These services were performed on a will-call basis between the dates
of September 26, 2006 and April 19, 2007. Our services included the following:
• Measuring the slump of the plastic concrete.
• Measuring the percentage of entrained and entrapped air of the plastic concrete.
• Measuring the temperature of the plastic concrete.
• Casting compression test cylinders.
A]1 testing was performed in general 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.
AET Project No. 20-06374 — Page 5 of 8
We performed compressive strength testing of 1 ] sets of test cylinders cast by AET personnel.
The results of these tests were presented in our Reports of Compressive Strength of Cylindrical
Concrete Specimens. Copies of these were previously submitted under separate cover. The test
results exceeded the specified 28-day design compressive strength.
MASONRY OBSERVATIONS AND TESTING
During construction of the masonry bearing walls, AET personnel made periodic visits to the site
to perform observations. These services were performed on a will-call basis between the dates of
October 9 and November 3, 2006. Our services included the following:
• Observing that the proper units were used, and that the units were clean and dry.
• Observing that the masonry bearing surfaces were clean before the mortar and masonry units
were placed.
• Observing that the spaces to receive the grout were clean before grout corefill was placed.
• Observing the vertical reinforcement, including placement and alignment of bars and dowels,
measuring the bar sizes and lengths of bar lap splices, and observing the clearance between
bars and clearance from masonry units.
• Observing the general construction practices required by the project specifications.
Based on our observations, it appeared that those portions of the masonry wall which we
observed during our visits to the site were being constructed in general conformance with the
approved project plans and specifications. We observed several deficiencies on October 9, 2006
with the reinforcing steel placement within the masonry wall. The deficiencies observed were
corrected and re-observed the same day.
We also performed compressive strength testing of grout corefil] "prisms" cast during masonry
wall construction observed by AET personnel. The results of these tests were presented in our
Reports of Compressive Strength of Grout Specimens. Copies of these reports were previously
AET Project No. 20-06374 — Page 6 of 8
submitted under separate cover. The test results exceeded the 28-day design compressive
strength.
OBSERVATIONS OF WELDED AND BOLTED CONNECTIONS
NDT technicians from our firm observed field we]ded and bolted connections for the building on
a will-call basis between the dates of February l3 and June 29, 2007. The scope of our services
during these observations included the following:
• Performing observations and nondestructive testing, as required, on in-process and
completed field welding of structura] steel and welded attachments to the structure. This
included monitoring that proper equipment, methods and materials were used for the
existing conditions.
� Performing visual we]d observations in accordance with the requirements of Section 6 of
the AWS D1.1 Structural Welding Code (steel), Section 6 of the AWS D1.3 Structural
Welding Code (sheet stee]) and/or applicable contract documents. lndividual welds were
judged for quality, size and length.
• Observing bolted connections for compliance with Section 9a of the "Specification for
Structura] Joints using ASTM: A325 or ASTM: A490 Bolts" approved by the Research
Counci] on Structural Connections. This included observing bolted connections for
appropriate bolt length, washer installation and ply contact of joint; and observing that
the splined end of the Tension Control Bolt (TCB) was sheared off after tensioning.
• Observing stee] decking, including performing observations and testing, as required, on
puddle welds attaching steel deck to the structural steel and observing that proper span,
spacing, adequate support and fasteners are provided, when required.
Our observations indicated that the completed field welds for the structural connections satisfied
the requirements of the referenced codes and applicable project plans and specifications.
AET Project No. 20-06374 — Page 7 of 8
Our observations of the bolted connections indicated that the plies of the observed connections
were in intimate contact and satisfied the requirements of the referenced codes and applicable
project plans and specifications.
Our observations of the deck welds and mechanical fasteners satisfied the referenced codes and
applicable project plans and specifications.
BITUMINOUS PAVEMENT SUBGRADE
We observed test-rolls performed on the subgrade for the bituminous drive and parking areas
south and east of the building between July 20 and Ju1y 25, 2007. The test-rolls were conducted
with a loaded tandem axle dump truck. We observed the reaction of the subgrade soils below the
wheels as the vehicle made passes over the pavement areas. The results of these services were
presented in our letter dated July 26, 2007. Briefly, that report states that we observed six areas
of the subgrade that exhibited excessive deflection and/or rutting. We recommend subcutting the
subgrade 4" or ]2", placing geotextile fabric, and placing additional class 5 aggregate base in
these six areas. We did not observe the recommended corrections.
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 norma] for
services of this type at this time and location. Other than this, no warranty, either express or
implied, is intended.
AET Project No. 20-06374 — Page 8 of 8
SIGNATURES
Report Prepared By: Report Reviewed By:
American Engineering Testing, Inc. American Engineering Testing, Inc.
Phillip C. Berg, PE Rob� . nger
Staff Engineer Staff Engineer
MN License No. 44978