215 DORN AVE Geotech Report 2022-10-25

Geotechnical Engineering Evaluation NGA File No. 1031018 Multi-Family Residential Development April 19,2018 Everett,Washington Page 8 allowable bearing pressure is estimated to be less than 1-inch total and%-inch differential between adjacent footings or across a distance of about 20 feet,based on our experience with similar projects. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 200 pounds per cubic foot (pcf)should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured"neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one foot of soil be neglected when calculating the passive resistance. Retaining Walls We do not anticipate the need for retaining walls on this site;however,should basement walls or any other retaining walls be utilized,they should be designed and constructed as outlined hereon. The lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soil behind the wall,the amount of lateral wall movement which can occur as backfill is placed,wall drainage conditions,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 wall(active condition), soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing (at-rest condition). We recommend that walls supporting horizontal backfill and not subjected to hydrostatic forces,be designed using a triangular earth pressure distribution equivalent to that exerted by a fluid with a density of 40 pcf for yielding(active condition)walls,and 60 pcf for non-yielding (at-rest condition)walls. These recommended lateral earth pressures are for a drained granular backfill and are based on the assumption of a horizontal ground surface behind the wall for a distance of at least the subsurface height of the wall, and do not account for surcharge loads. Additional lateral earth pressures should be considered for surcharge loads acting adjacent to subsurface walls and within a distance equal to the subsurface height of the wall. This would include the effects of surcharges such as traffic loads,floor slab loads, slopes,or other surface loads. We could consult with the structural engineer regarding additional loads on retaining walls during final design,if needed. NELSON GEOTECHNICAL ASSOCIATES, INC. 91