Watauga Hall and the Montague Building in .NET

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Watauga Hall and the Montague Building
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contractor under jobsite conditions using wood samples from the Montague Building and then transported to the laboratory. The tapping screws were selected based on test results and ease of installation.
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GEOTECHNICAL EVALUATIONS
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Testing of the existing building components prior to design was a part of the structural assessment for both the Montague Building and Watauga Hall. Subsurface evaluation at each building included test (or observation) pits dug by hand to establish footing depth and con guration, hand auger borings, and test borings drilled with a truck mounted drill rig. Geotechnical testing at Watauga Hall consisted of seven standard penetration test borings drilled to a depth of 25 feet, one hand-auger boring drilled in the crawl space to a depth of 10 feet, and ve test pits dug around the perimeter of the building. With respect to underlying geology, both Watauga Hall and the Montague Building are located in the Piedmont physiographic province of Wake County, North Carolina. The in-place chemical weathering of the mica gneiss of the parent bedrock has produced an upper mantel of residual soils with clayey soils con ned to the upper stratum. For the Montague Building, a total of six hand-auger borings with dynamic cone penetration tests ranging 2 to 8 feet in depth were made in the basement area. Eight test pits were hand excavated to determine footing con guration, elevation, dimensions, and soil consistence immediately below the footing base. To the exterior of the building, a truck-mounted drill rig was used to advance borings made in accordance with ASTM Speci cation D-1586 utilizing a hollow stem auger. Soil samples were obtained with a split-barrel sampler driven to a depth of 18 inches or to a blow count of 100 blows with a 100-pound hammer falling 30 inches. The standard penetration resistance N, denoting the number of blows per foot, is an indication of the in-place density strength and foundation support capacity. The soil samples were placed in glass jars, sealed, transported, and visually classi ed in accordance with ASTM D-2488. In the basement, where access was prohibited to the truck-mounted drilling machine, hand augers were utilized. Handheld penetration testing was performed through the augured holes with a portable dynamic cone electrometer which utilizes a 15-pound steel ring weight falling 20 inches on an E rod slide guide. The blows for 1 -inch increments were recorded. These cone resistance values were correlated to the standard penetration values to
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Timber Materials Evaluation
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determine the stiffness of the underlying soils. At the time, the use of the portable dynamic cone penetrometer had shown to be most reliable in four geologic regions, including the sandy or clayey sandy micaceous silts of the Piedmont geologic province of the southeastern United States. In addition, relatively undisturbed soil samples were obtained by hydraulically forcing sections of 3-inch diameter, 16-gauge steel, thin wall, or Shelby tube samplers into the soil at desired sampling levels. The samples were removed in the laboratory by a hydraulically operated extrusion press, measured, sampled in accordance with ASTM D-1587, Standard Method for ThinWalled Tube Sampling of Soils. The tabulated laboratory test data for the various soil samples included the percentage of natural moisture, Atterberg limits, grain size analysis, the uni ed soil classi cation, and a cyclic shear stress versus strain curve for one sample. I requested that the Raleigh of ce of Froehling & Robertson, Inc. provide materials testing and geotechnical exploration for both Watauga Hall and the Montague Building. Included were geotechnical exploration as well as wood and masonry materials testing. The geotechnical exploration consisted of borings, test pits, and laboratory analysis. The two geotechnical evaluations indicated that the Montague Building and Watauga Hall were both constructed on underlying soils that were stiff, providing a bearing capacity of 3,000 psf. Both sites were dry, with the water table located at an elevation of 30 feet or more below grade
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