2522 RUCKER AVE 2018-01-01 MF Import

( Geotxhnic�l Enginxring RepoR ' Gudener Group Condominiums luly 16, 1997 iNCA File No.209297 Pege 9 Ibelow adjacent grade of 2.0 feet for columns end 1.5 feet for continuous footings. Using these depths and minimum footing widths of 1.5 feet for continuous foundations and 2 feet for squarc foundations,we Irecommend usiRg an allowzble bearing capacity of 3,Q00 pounds per square foot (ps�. A onathird increase in the above a!lowable bearing prcssure may be used when considering short-term trensitory I wind or seismic loads. Higher bearing capacities can be provided for specitic locations and designs, if desired. We should be contacted to review sp�:ific plans if higher bearing capacities are nceded. � The above bearing pressures assume lhat the foundation excavations have been cleaned of soft or I loosened soil prior to placing concrete. If the foundation areas arc to be exposed to wet conditions, we recommend that they be overexcavated and covered with a blanket of 6 inches of compacted struct..ral fill consisting of a clean(less than 5 percent fines) sand and gravel. An altemative is to pour a 2- inch- Ithick Iean-mix concrete slab over the foundation areas. We recommend that the foundation areas be evalueted by us prior to placing the pit-run covering or pouring the concrete. IAlthough swctural laading �nformation was not available at the time of this study, based on our I experience with similar structures supported on similar soil conditions and for the above allowable soil bearing pressures, we estimate that thc maximum total post-construction settlement should be 3/4 of an inch or less, and ihat the differential settlement across the building width should be 1/2 inch or less. fSettlements are expected to be elastic in nature and to occur as the building loads are placed. I Retriuing Walls The lateral pressure acting on retaining walls is dependent on the nature and density of the soil behind f the wall, the amount of laterel wall movement which can occur as backfill is placed, and the inclination � of the backfill. For walls that are free to yield at the top at least one thousandth of the height of the well, soil pressures wiq be less than if movement of the top is restricted. We recommend that walls be � desi ned usin an active ressure e uivalent to a fluid wei hin 35 unds r cubic foot ror � B B P 9 8 B P� Pe (P� yielding walls and 50 pcf for non-yielding walls. These are for walls with a level backfill. The effects of suroharges, such as traffic or foundation loads should be 30 or 50 peroent of the suroherge for yielding and non-yielding walls,respectively. The above wall pressures assume proper drainege and compaction of the wa11 backfill. Wall backfill should consist of free-draining granular fill. All backfill for subgrade walls should be compacted to between 90 and 92 percent of the maximum dry density detertnined in accordance with ASTM D 155 7. Care�horld be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the Ibackfill behind the wall. 'Chis can be accomplished by placing the backfill located within 18 to 24 inches � NELSON-COUYRETTE &ASSOGATES, ING