Laserfiche WebLink
- 12 - <br />`J <br />• <br />.. <br />we recommend the following sheer strength parameters: <br />Soil Type <br />S1. sandy clay (natural) <br />S1. sandy clay (natural) <br />S1. Sandy clay (remolded) <br />Silty to clayey sand and <br />silt (natural) <br />Silty to clayey sand <br />silt (reuulded) <br />TABLE A <br />Soil Conditions <br />Cohesion <br />~ (ksf) <br />Unconsolidated, undrained 5° 2.5 <br />Consolidated, undrained 34° 0.25 <br />Cor-~olidated, undrained 29° 0.5 <br />Consolidated, drained 33° 0.1 <br />Co:~.wlidated, drained 30° 0.1 <br />The above values essentially represent effective stress para- <br />meters. Total stress parameters for the clays can be obtained from <br />triaxial shear tests presented on Figs. 11 and 12. Differentiation <br />between total and effective conditions cannot be accurately made for <br />the direct shear testing procedures. <br />Earthwork: We recvnmend all emolilanent fill material consisting of <br />on-site clays and silty to sandy soils be compacted to at least 958 of <br />standard Proctor density (ASZr! D-698) at a moisture content 28 below <br />to 78 above optimum moisture. This degree of compaction has been <br />utilized to derive shear strength parameters. The predominant embank- <br />meet constituent should have a percent passing the #200 sieve in <br />excess of 358 and maximum si9e of 6 inches. It may be possible for <br />large equipment to work rock fragmented soils to meet these specifica- <br />tions. However, the contractor should be prepared to selectively <br />place or stockpile unsuitable material as required. Due to the drier <br />condition of the deeper clays, some difficulties in obtaining optimum <br />moisture may be experienced. Wetting of the borrow area prior to <br />cutting may be helpful. Db borrow should be removed fran below the <br />