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HomeMy WebLinkAboutLA168847 Special Insp Report REPORT OF CONSTRUCTION OBSERVATIONS AND TESTING SERVICES Park Nicollet Lakeville Clinic 18484 Kachina Court Lakeville, Minnesota 55044 AET Project No. 20-21161 Date: February 6, 2020 Prepared for: Park Nicollet Health Services 6500 Excelsior Boulevard St. Louis Park, Minnesota 55427 www.amengtest.com CONSULTANTS ENVIRONMENTAL GEOTECHNICAL MATERIALS FORENSICS February 6, 2020 Park Nicollet Health Services 6500 Excelsior Boulevard St. Louis Park, Minnesota 55427 Attn: Mr. Greg Harris (gregory.harris@parknicollet.com) RE: Report of Construction Observations and Testing Services Park Nicollet Lakeville Clinic 18484 Kachina Court Lakeville, Minnesota 55044 AET Project No. 20-21161 Dear Mr. Harris: This final report summarizes the results of the observations and testing services we performed during construction of the Park Nicollet Lakeville Clinic project in Lakeville, Minnesota. If you have questions about this report, or if we can be of further assistance, please call or e-mail me. Very truly yours, American Engineering Testing, Inc. Brandon D. Newberger, PE Staff Engineer Phone: (651) 603-6635 Email: bnewberger@amengtest.com 550 Cleveland Avenue North St. Paul, MN 55114 Phone 651-659-9001 Toll Free 800-972-6364 Fax 651-659-1379 www.amengtest.com AA/EEO This document shall not be reproduced, except in full, without written approval from American Engineering Testing, Inc. CONSULTANTS  ENVIRONMENTAL  GEOTECHNICAL  MATERIALS  FORENSICS REPORT OF CONSTRUCTION OBSERVATIONS AND TESTING PARK NICOLLET LAKEVILLE CLINIC 18484 KACHINA COURT LAKEVILLE, MINNESOTA 55044 AET PROJECT No. 20-21161 INTRODUCTION Purpose The Park Nicollet Lakeville Clinic project was recently constructed at 18484 Kachina Court in Lakeville, Minnesota. This report summarizes the results of the observations and construction testing services we performed during construction of the building. To protect you, American Engineering Testing, Inc. (AET), and the public, we authorize the use of this report only by you and your project team for this specific project. Contact us if other uses are intended. Scope of Services On March 28, 2019, we were authorized by Mr. Greg Harris of Park Nicollet Health Services to perform observations and construction testing services for the project. The general scope of services we were authorized to perform during construction of the Park Nicollet Lakeville Clinic building included the following items: •Observing the soils in the bottom of the mass excavation for the building additions. •Performing compaction testing of structural fill and backfill soils placed for the project. •Observing the reinforcing steel placed in formwork for the cast-in-place and concrete structural elements of the building. •Performing compressive strength testing of concrete test cylinders. •Observing the masonry wall construction and vertical reinforcing steel. •Performing compressive strength testing of masonry grout prisms and mortar cubes. •Observing and testing the field welded and bolted connections for the structural steel frame and metal decking. •Observing firestop material installation. •Presenting the results of our observations and testing in formal reports. All services provided by AET were performed on a will-call basis, as requested by RJM Construction site personnel. AET Project No. 20-21161 - Page 2 of 6 PROJECT INFORMATION The construction recently completed is a new Park Nicollet Lakeville Clinic. We further understand the new clinic: •Has two above-grade levels. •Has a first-floor elevation of 1072.50 feet. •Has approximate overall dimensions of about 108 feet by 151 feet. •Is supported by spread footings designed using an allowable soil bearing pressure of 4,000 pounds per square foot (psf). •Has bottom-of-footing elevations ranging from 1062 feet to 1067.5 feet for the perimeter and interior footings. •Has reinforced masonry block walls; a structural steel frame; and a metal deck roof supported by steel joists. •Is able to tolerate normal amounts of settlement for this type of structure (up to 1-inch total and ½-inch differential). •Has light-duty pavements on the north, east, and west sides of the structure consisting of 3½ inches of bituminous over 8 inches of Class 5 aggregate base. •Hast heavy-duty pavements on the north, east, and west sides of the structure consisting of 4 inches of bituminous over 10 inches of Class 5 aggregate base. •Is designed and constructed according to applicable building code requirements. Deviations from the above design information could necessitate altering our conclusions and recommendations. Contact us if the information stated is different from the actual project design. EXCAVATION OBSERVATIONS We observed the soils exposed in the bottoms of the mass excavation and the individual footing excavations for the building between the dates of May 15 and September 3, 2019. Our services were performed on a will-call basis, coordinated with site personnel from RJM Construction, which allowed us to observe all of the excavations. In conjunction with observing the excavations, we also performed shallow hand auger borings and hand cone penetrometer probes in the bottoms of the excavations to evaluate the strength of the soils. AET Project No. 20-21161 - Page 3 of 6 The soils exposed in the bottoms of the excavations for the building were judged to be naturally deposited clayey sand soils. Our hand cone penetrometer readings indicate the naturally deposited soils were capable of supporting soil bearing stresses of up to 4,000 psf. There were sections of the building excavation that showed unsuitable, water bearing fill soils during preparation for the slab-on-grade building pad. These sections reached depths up to 5 feet below slab-on-grade bottom elevations. After removal of these unsuitable materials, flowable fill and imported sand soils were placed in the affected areas and drainage systems were installed to mitigate future drainage issues. Based on our observations, hand auger borings, hand cone penetrometer probes, and our review of the available information, the soils exposed at bottoms of the footing excavations were judged to be suitable for supporting anticipated building loads. COMPACTION TESTING OF FILL SOILS Between the dates of June 5 and September 23, 2019, we conducted 37 density tests in fill placed at the site. The density tests were conducted on a will-call basis. The results of these field density tests were compared to the laboratory Standard Proctor maximum dry densities (ASTM: D698) to arrive at a percent compaction level for each test. The results of the soil compaction tests we performed indicate the minimum specified compaction levels were ultimately met or exceeded at the locations and elevations tested. The results of our compaction tests were presented previously in our Field Density Test Reports. REINFORCING STEEL OBSERVATIONS Prior to placement of concrete, AET personnel observed the mild reinforcing steel in the building’s structural elements. During our observations, we observed and reviewed the following items for conformance to the most current drawings available at the project site: •Reviewing the most current approved structural drawings present at the jobsite. •Measuring the sizes of the formwork and verifying conformance with structural drawings. •Documenting the bar sizes, the number of bars, the spacing of bars, and verifying general conformance with the approved drawings. AET Project No. 20-21161 - Page 4 of 6 •Documenting that adequate bar clearance was provided from forms, subgrade soils, or future concrete surfaces using chairs or other approved devices. •Documenting the presence and spacing of bolts installed in concrete. •Documenting general conformance with specified cover requirements. •Observing the general appearance of the reinforcing steel bars and formwork. Based on the results of our observations, it is our opinion that the reinforcing steel placed in the observed structural elements were in substantial compliance with the current drawings and specifications present at the site. Any corrections required after observation by AET were observed to have been completed prior to concrete placement. AET does not perform surveying services; therefore, our observations of the reinforcing steel based on the positioning of the formwork by the contractor or subcontractor. We are not responsible for the exact locations of the formwork or the embedded items installed in the concrete. CONCRETE TESTING On-Site Testing of Plastic Concrete Personnel from our firm performed testing of the plastic concrete placed for the project during the period from May 17 to November 18, 2019. The sampling and testing was conducted in accordance with the procedures described by ASTM, and included the following items: •Reviewing the delivery tickets to confirm that the correct mix was delivered. •Measuring the slump of the concrete mixture. •Measuring the percentage of entrained and entrapped air within the concrete mixture. •Measuring the temperature of the concrete mixture. •Casting 4 inch by 8 inch concrete test cylinders for compressive strength testing. The results of our field testing of concrete were presented in our Concrete Test Reports. These reports were previously submitted to you. The test results indicated that the concrete delivered to the site was generally within the requirements of the project specifications for slump, air content, and temperature. AET Project No. 20-21161 - Page 5 of 6 Compressive Strength Testing of Concrete During concrete placements at the project site, AET technicians cast 4 inch by 8 inch concrete test cylinders. The test cylinders were temporarily stored at the jobsite and then returned to our laboratory for moist curing before compressive strength testing. The compressive strength testing was conducted in accordance with ASTM: C39. Between the dates of May 17 and November 18, 2019 a total of 14 sets of concrete test cylinders were cast and tested for concrete placed for the project. In summary, our test results indicate that the concrete placed for the project met or exceeded the 28-day specified compressive strength. The results of the concrete compressive strength testing were previously reported. MASONRY OBSERVATIONS AND TESTING During construction of the masonry walls on June 4, 2019, AET personnel visited the site to perform observations. These services were performed on a will-call basis. Our services included the following: •Observing that the proper units were used, and that the units were clean and dry. •Observing that the spaces to receive the grout were clean before grout corefill was placed, or that clean-outs were provided at the base of the wall for high-lift grout placement. •Observing the horizontal and 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 the masonry walls which we observed during our visit to the site were being constructed in general conformance with the approved project plans and specifications. We also performed compressive strength testing on a set of grout corefill "prisms" cast during the masonry wall construction observed by AET personnel. The results of these tests were presented in our Reports of Compressive Strength of Grout Specimens. A copy of this report was previously submitted under a separate cover. The test results exceeded the 28-day design compressive strength. AET Project No. 20-21161 - Page 6 of 6 OBSERVATIONS OF WELDED AND BOLTED CONNECTIONS Between the dates of July 17 and August 9, 2019, NDT technicians from AET observed the field welded and bolted connections of the structural steel framing, and metal roof decking. Visual weld observations were performed in accordance with the requirements of the AWS D1.1 Structural Welding Code, Section 6 (steel frame). Individual welds were visually observed for quality, size and length. Based on our observations and testing, it is our judgment that the welded and bolted connections which our technicians observed satisfied the requirements of the referenced codes and project specifications. Copies of our NDT Field Reports were left with field personnel at the site. STANDARD OF CARE Our services for your 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 This Report was Prepared by: This Report was Reviewed by: American Engineering Testing, Inc. American Engineering Testing, Inc. __________________________________ __________________________________ Brandon D. Newberger, PE Rob Flickinger Staff Engineer Senior Engineer MN License No. 57242