Material Specifications and Compaction Requirements <br />1. Select Fill as defined in this report should consist of 1 or %-inch minus, <br />clean (i.e., less than 5% passing the #200 U.S. Sieve), well-graded <br />crushed gravel or rock. A. material gradation curve should be provided <br />to us for approval, prior to material delivery to the site. <br />2. Imported Granular Site Fill should consist of a 6-inch minus, well-graded <br />mixture of cobbles, gravel and sand or crushed rock that is free of <br />organics, construction debris or high plasticity silt and/or clay. Locally <br />available bar-run gravel often contains significant amounts of sand and <br />silt. This material may tend to pump during wet weather. If wet <br />weather is unavoidable, crushed quarry rock is recommended. Provide <br />a material gradation curve for approval, prior to material delivery to the <br />site. Fine-grained Site Fill should not be used based on the currently <br />anticipated earthwork schedule. <br />3. Drain Rock should consist of 2-inch minus, clean (less than 2% passing <br />the #200 sieve), open-graded gravel or rock, <br />4. The Separation Geotextile should be a woven geotextile with a Mean <br />Average Roll Value (MARV) strength properties meeting the <br />requirements of an AASHTO M 288-06 Class 2 geotextile. The <br />geotextile should also have a permittivity greater than 0.25 sec.' and an <br />Apparent Opening Size (AOS) less than 0.6 mm. We should be <br />provided a specification sheet on the selected geotextile for approval <br />prior to delivery to the site. <br />5. Filter Fabric should consist of a non-woven geotextile with a grab tensile <br />strength greater than 120 lb., a mullen burst strength greater than <br />225 psi and a flow rate greater than 95 gal/min/ft2. <br />6. Compact all imported fill to 95% relative compaction. The maximum <br />dry density of ASTM D 698. should be used as the standard for <br />estimating the relative compaction. <br />Field density tests should be run frequently to confirm adequate <br />compaction of the subgrade and imported fills. Granular fill that <br />contains aggregate too coarse for density testing should be proof-rolled <br />using a loaded, 10 yd3 dump truck or other approved vehicle. Site fills <br />may also be too variable for reliable density testing and will also require <br />proof-rolling. Compaction verification with proof-rolling should be <br />evaluated by an FEI representative. Efficient compaction of the section <br />should be evaluated by an FEI representative. Areas of pumping or <br />deflection observed beneath the trucks may be reworked, or <br />overexcavated and replaced with Select Fill and proof-rolled again. <br />Oakleigh Meadows Cohousing February 12, 2013 <br />1 452 Geotechnical Investigation Project 2131004 <br />Eugene, Oregon 7. Willard C. Dixon Architect, LLC <br />