7825 EVERGREEN WAY 2018-01-01 MF Import

Embar Equities Corporation E-2773 November 4, 19D5 Page 6 Structural fill is defined as any fill placed under buildings, roadways, slabs, pavemente, or any other load bearing areas. Structural fiil under floor slab� and footings ahould be placed in horizontal lifts and canpacted to a minimum 95 percent of the maximum dry density in accordance with ASTM Test Designa- tion D-1557-70 (Modified Proctor). The fill materials should be placed at or near the optimum moisture content. Fill under pavements and walks should al.so be plaaed in horizontal li.fts and compacted to 90 percent of rnaximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. On-site soils at the time of our e:sploration were near the optimum moiature content and may be used as atructural fill provided the grading operations are conducted duzing dry weather. However, the on-site soils have a significant amount of fines. Thus, compaction and grading will be difficult if the soil moisture increases above t•he optimum moisture content. Unless the moisture content can be reduced, it may be necessary to use imported granular soil as atructural fill. The moisture content can be reduced by aeration in dry weather or using lime or cement stabilization. Ideally, etructural fill to be placed in wet weather should conaist of a granular material with a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve. During dry westher, any compactible non-organic soil can be used as atructural fill. gIg1,D gXPIARATION AND 7,11SORATORY' TESTING Our field exploration was performed on October 10, 1985. The subsurface conditions were explored by excavating ni.ne test pits to a maximum depth of ten feet below the existing surface at the approximate locations shown on Plate 2• The locations of the teat pits were approximately determined by taping from surveyed property corners. Elevations of test pits were approximately determined by extrapolatien from the site boundary and topographic survey. 'I'he locations and elevations of the test pite ehould be considered accurate only to the degree imp�ied by the method used. R'he field exploration was contir.uously monitored by an engi- neering geologist fran our firm who classified the aoils encountered, maintained a log of each test pit, abtained representative bulk eoil samples and observed pertinent site features. Soils were claesified visually in the field according to the Unified Soil C2assification System which is presented on Plate 3, Legend. The consistency of the soil was estimated based on the effort required to excavate the soil, the stability of the Earih Consuhants, Inc.