1910 MERRILL CREEK PKY 2018-11-15

Mr. Darren Peugh January 19, 2004 We expect that the building will be constructed with perimeter pre-cast concrete tilt-up wall panels and with interior isolated columns. Based on our experience with similar structures, we expect structural loads will be about 75 to 100 kips for isolated columns and 4 to 6 ki.ps per foot for continuous bearing walls. The building floor will be constructed at grade with at-grade and dock-high truck access provided off the southwest side of the building. We expect floor slab loading in the range of 200 to 400 pounds per square foot (ps fl. The site area is elevated above the Merrill Creek Parkway grade to the north, and adjacent properties to the east and south. Grade transition to the surrounding property is carried over slopes with local relief ranging from 10 feet to the north to 40 feet to the southeast. This relief is carried over slope gradients of approximately 40 percent to the north and east, and 65 percent to the southeast. As currently planned, the building will be set back about ten feet from the crest of the east and southeastern slope crests. The following recommendations are based on design features as we understand them. If actual features vary or changes are made, we should be informed and allowed to review the changes in order to amend or supplement our recommendations, as required. SITE CONDITIONS Surface The approximate location of the site is shown on the attached Figure 1. The site is bounded by Merrill Creek Parkway to the north, paved access roadways to the east and west, and an existing industriaUcommercial building to the south. As noted in the preceding section, the site is elevated 10 to 40 feet above the Merrill Creek Parkway roadway, and the adjacent east access roadway and south property, respectively. The local relief from the site elevation is carried over slope gradients of 40 to 65 percent. The site area itself slopes gently to the northeast with relief of 18 feet from the southwest to northeast site corners carried over a gradient of less than 5 percent. The site is vegetated in areas with small trees, blackberry, and tall grass. The north and east slopes are vegetated with a moderate growth of small trees and underbrush. The southeastern slope is vegetated with grass. Subsurface As noted in the referenced report, soil conditions observed in test pit excavations consisted of one to two feet of fill composed of silty sand with gravel overlying native sand and gravel with a varying fines (silt and clay) content. The upper fill was noted to be in a medium dense, relatively compact condition. The underlying native soil was noted to be in a medium dense to dense condition. Groundwater seepage was not observed in the test pits. However, moist to wet soils were noted at a depth of about nine feet below site grade. Our geologic reconnaissance of the site generally confirms soil conditions as described in the referenced report. Observations of soil exposures along the east and southeastern slope noted that the native sand with silt and gravel formation appears continuous beneath the site. We did not observe an evidence of groundwater seepage on the slopes, which indicates that static or perched groundwater does not reside beneath the site. Proj ect No. T-5471 Page No. 2