6500 MERRILL CREEK PKY BASE FILE 2016-01-01 MF Import

„ <n. • --, � JN 95292 The Quadrant Corporation Page 2 September 28, 1995 western corner at an elevation of approximately 596 feet. Cuts and fills of up to about S feet had been proposed for the development, but deeper fills were needed in some swale areas �Nhere significant d:pths of organic soils were removed. All of the fill used was on-site soil generally from the knoll area. This aoil mostly consists of weathered and unweathered Glacial Tili, which is comprised of gravel, silt, and sand. Some sand was also enoountered. The site soil is very similar to the soil on other development sites we have worked on in the near vicinity. Following the stripping of the organic, surficial soil, the fill was placed in approximately 1-foot lifts and compacted with avibratory roller. F�ecause the development plan for this project was preliminary, our primary work at the site was to ensure that the building pad area was adequately stripped, and that the fill was compacted to at least 95 percent of the laboratory maximum dry density fn �general accordance with ASTM D-1557 (Modified Proctor). This compaction rate was generally tested to about 10 feet outside the proposed building pad, although the compaction effort extended about 15 feet east of the building pad to near the southeastem corner (near Stake #3717) because a depth of approximately 15 feet of fiil was needed. We performed -� numerous density tests in accordance with ASTM D•2922 (Nuclear Gauge Method) between August 16 and September 1, 1995 on the compacted fill during our daily, periodic visits. Compaction of at least 95 percent was found in our test locations. It appears that the site flll was adequately comp�cted in the proposed building pad area. Currently, the building pad is at its proposed final grade, and a large stockpile of the organic soils removed from the pad area is on the site's eastern edge. Just outside the southeastern corner of buiiding pad, near Stake #3717, logs and a large amount of old fill were encountered in what appeazed to be a large swale. The old fill and logs in and near the building pad were removed, but these materials were left in place outside the building pad, where we assume a potential pavement area could be. Although the existing soils in this potential pavement area could possibly be suitabl= for pavement support, the area should be more closely evaluated by our personnel once a final design plan is availabie and final earthwork is being performed. GEOTr^vii"dICAL DESIGN RECOI�V.NM_ENDAT�O dS Conventional Foundations The proposed structure can be supported on conventional continuous and spread footings bearing on the competent, native soils or the compacted fill. We recommend that continuous and individual spread footings have minimum widths of 24 and 30 inches, respectively. They should be bottomed at least 12 inches below tiie lowest adjacent finish ground surface for frost protection. The local building codes should be reviewed to deter- cro'n:cn covsui:rnrr�ti.wc.