7100 HARDESON RD 2016-01-01 MF Import

Fisher 6 Sons, Inc. �N 9�282 August 19, 1997 Paye 3 2 inches, with differenGal settlement of 1 to 1 Y: inches beNveen building comers is acceptable, R is our opinion that the building be supported on conventional foundatlons placed over a minimum of 3 feet of structural fill. The structural fili serves two purposes; it requires the removal of some near-suAace uncompacted soils, and helps to distribute the foundation loads. The antiapated setUement wiil cause minor cracking and separation of wall panels, thus some additional maintenance such as caulking should be expected over the life of the building. Geotech Consultants, Inc. pe�sonnel shouid obsenre the foundation consWction. If any of the fill contains organic debris, or other deleterious materials, these materials should be removed and additional overexcavation could be required. The anticipated setUement will cause minor cracking and separation of wall panels, but should not cause structural problems with the building. Additional maintenance shouid be expected over the life of the building. Conventional Foundations The proposed structure can be supported on conventional continuous and spread footings bearing on at least 3 feet of structural fill. See the later sub-section entitled General EaRhwork and Structural Fill for recommendations regarding the placement and compaction of structural fiil beneath structures. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. They should be bottomed at least 18 inches below the lowest adjacent finish ground surface for frost protection. The local building codes should be reviewed to detertnine if different footing widths or embedment depths are required. Overexcavation for footings must be at teast as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation e�ctending 3 feet below the bottom of a 3-foot-wide (ooHng must be at least 8 feet wide at the base of the excavation. An allowable bearing pressure of 2,500 pounds per square foot (ps� is appropriate for footings supported on the structural fill. A one-third increase in this design bearing pressure may be used when considering short-tertn wind or seismic loads. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured direcUy against relatively levei, undisturbed soil or suRounded by level, sWctural filt. We recommend using the following design values for the foundation's resistance to lateral loading: Parameter De::yn Value CoeKcient of Friction 0.45 •-••---•------•....-•-•••--•-•-• •-••-•--• ..:...................•- Passive Earth Pressure 350 pcf When: (q pef Is pounds per euMc foot, �M (iq pasNve euth phawn In eomputM wing the �qWvakM IIWd Mnsily. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. GEOTECH CONSULTAN7'S,1I�C.