Western Technologies, Inc. v. Neal

768 P.2d 165, 159 Ariz. 433, 15 Ariz. Adv. Rep. 14, 1988 Ariz. App. LEXIS 272
CourtCourt of Appeals of Arizona
DecidedAugust 25, 1988
DocketNo. 1 CA-CIV 9841
StatusPublished
Cited by2 cases

This text of 768 P.2d 165 (Western Technologies, Inc. v. Neal) is published on Counsel Stack Legal Research, covering Court of Appeals of Arizona primary law. Counsel Stack provides free access to over 12 million legal documents including statutes, case law, regulations, and constitutions.

Bluebook
Western Technologies, Inc. v. Neal, 768 P.2d 165, 159 Ariz. 433, 15 Ariz. Adv. Rep. 14, 1988 Ariz. App. LEXIS 272 (Ark. Ct. App. 1988).

Opinion

OPINION

EUBANK, Judge.

Western Technologies, Inc. (Western) brings this appeal from summary judgment in favor of Pat Neal and his wife (Neal) in Western’s action for defamation. To resolve the appeal we must decide the following issues: (1) what is the correct formulation of the test established by Chamberlain v. Mathis, 151 Ariz. 551, 729 P.2d 905 (1986) for qualified immunity of a public official; and (2) whether the trial court erred in its implicit determination that the materials presented to it raised no genuine issue of material fact on the qualified immunity issue, and that Neal was protected as a matter of law by qualified immunity when he allegedly defamed Western. We have jurisdiction pursuant to A.R.S. § 12-2101(B).

Facts and Procedural History

In May 1983 the City of Scottsdale retained the architectural firm of Haver, Nunn and Collamer (HNC) to provide architectural and engineering services in planning and designing Scottsdale’s corporation yard relocation project, to be located at 91st Street and Via Linda in north Scottsdale. As currently planned, the project will consist of a two-story office complex, a one-story warehouse and a one-story vehicle maintenance garage. It will contain approximately 93,770 square feet and house approximately 260 employees of the City of Scottsdale.

HNC retained Surface Engineering Company as the structural engineer for the project and contracted with Western for geotechnical engineering services and foundation design recommendations. Before Western performed a soils study at the project site, Surface Engineering told Western’s geotechnical engineer, Ken Rick-[435]*435er, that the project would “consist of several one-story slab-on-grade buildings utilizing frame construction. The buildings will range in size from 2,000 square feet to 20,000 square feet. Maximum wall and column loads are assumed to be 5 to 8 klf, 60 to 80 kips respectively.”1

Western issued its soils study report on November 4, 1983. The report stated in pertinent part as follows:

It is understood that the proposed complex will consist of several one-story slab-on-grade buildings utilizing frame construction. The buildings will range in size from 2,000 square feet to 20,000 square feet. Maximum wall and column loads are assumed to be 5 to 8 klf and 60 to 80 kips, respectively.
Laboratory test results indicate that native subsoils at shallow foundation level exhibit relatively low compressability at natural moisture contents and a low to moderate tendency to compress additionally under an increased moisture condition. On-site near surface soils exhibit low expansive potential when compacted and saturated.
Foundations: Due to the anticipated variable foundation bearing levels. Shallow footings supported on undisturbed subsoil and/or compacted fill appear feasible for support. [Sic.]
Other methods of foundation support can be evaluated and recommendations presented if requested.
Settlements for footings subjected to maximum assumed loading conditions and founded as recommended are estimated to be less than lh inches. Additional total or differential settlements of less than % inches should occur should bearing soils become saturated. However, this is considered a remote possibility if proper site and surface drainage is provided.
It is recommended that foundation excavations into undisturbed soils be inspected by the geotechnical engineer and deepened if loose or disturbed soils are encountered. If the soil conditions encountered are significantly different than those presented in this report, this firm should be contacted for verification and/or supplemental recommendations.
Recommendations for slabs-on-grade and foundation elements supported on compacted fills or prepared subgrade are dependent upon satisfactory site preparation and placement and compaction of subsequent fill zones. Therefore, earth work relative to structural supports should be accomplished under observation and testing directed by the geotech-nical engineer.
Drainage: Positive drainage should be provided during construction and maintained throughout the life of the proposed development. Infiltration of water into utility or foundation excavations must be prevented during construction. Consideration should be given to the collection and diversion of roof runoff and to the elimination of planting areas and any other surface features which could retain water in areas adjoining the building.
This report completes our present assignment for this project. As the design nears completion, we recommend that your office consult with us on unanticipated problems or questions regarding the design and/or the review of any plans or specifications.

Although Western’s report assumed that the project would consist of several one-story slab-on-grade buildings utilizing frame construction, the building designed and actually constructed consisted of “30-foot high concrete tilt panels ... supported on isolated pedestal foundations.” Construction of the project started in July of 1984. [436]*436Griffiths Construction, Inc. was retained as the contractor on the project. Before the commencement of construction Western was never advised that the design of the project materially differed from that assumed in Western’s soils study report. Western was never asked to examine the condition of Griffiths Construction’s footing excavations to determine if the native soils were the same as those indicated in Western’s soils study report.

Rainstorms occurred during construction, and Griffiths Construction permitted water to infiltrate the excavations for the footings and foundations of the project. On April 1, 1985 Griffiths Construction informed the City of Scottsdale that after the concrete tilt panels had been placed, settling occurred on approximately 90% of all the footings. This was evidenced by differential settlement of the wall panels and cracks in the soil adjacent to the foundation. The cost of repairing the settlement problem was estimated at $500,000 to $700,000.

Appellee Neal first worked for the City of Scottsdale as a surveyor from 1968 to 1971. He worked for the city as a public works inspector from 1971 to 1972, when he was promoted to supervisor of field engineering. In April of 1985 Neal was appointed design and construction services director for the city, and thereby assumed supervisory functions over the project. Neal thereafter also assumed the duties of inspection services director, and was assigned in April of 1985 to identify the cause of the settlement problem and determine a way to correct it.

When Neal commenced investigating the cause of the settlement at the project, he observed the job site and reviewed HNC’s specifications for the job, Western’s soils study report of November 4, 1983, and the City of Scottsdale’s project folder. Neal also reviewed periodic reports by Scottsdale’s special projects manager, Jerry Cor-bin, and reports prepared by Western; Jesse Wyatt; Robert Semmens; Sergent, Hauskins & Beckwith (SH & B); Robert Bowman; and Speedie & Associates.

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Bluebook (online)
768 P.2d 165, 159 Ariz. 433, 15 Ariz. Adv. Rep. 14, 1988 Ariz. App. LEXIS 272, Counsel Stack Legal Research, https://law.counselstack.com/opinion/western-technologies-inc-v-neal-arizctapp-1988.