11030 7TH AVE SE 2018-01-02 MF Import

HOH yMr. John McConaghy m x April 28, 1989 C. H aq[� yE H Foundations for the pedestrian bridge may also be designed for the above parameters. K o However, we recommend that they be extended at least three feet below the lowest FZ o adjacent outside grade. All foundations should be provided with steel reinforcement in accordance with structural Era yd requirements. A one third increase in the above bearing pressures may be used when C H considering wind or seismic loads. HThe Site Preparation section of this report presents more detailed recommendations for z H - the construction of building pads and placement of structural fill. Please note that all footings must extend beneath the topsoil and loose surficial soils or all topsoil and present H y o to fills should be removed and replaced by structural fill. H O C7 CA + 12 t., Anticipated Settlements rZJ y o CO We anticipate that maximum total settlements induced by the proposed apartment buildings supported on the firm native soils or structural fill will be less than one-half inch. The maximum anticipated long term differential settlement should also be less than one -quarter inch. We anticipate that the majority of the settlements will occur during r — construction. Lateral Loads �, of Horizontal forces may be resisted by passive pressures equal to those imposed by a fluid with a density of three hundred (300) pcf. This value assumes that all footings are poured against structurz., fill. A coefficient of friction of four -tenths (0.40) may be used between iQ �1 concrete and soil. ,m Basement and Retaining Walls: It is our understanding that no basements are planned for the proposed apartment buildings. However, if lower level walls are utilized, they should be designed to resist lateral earth pressures imposed on them by the soils behind them. Unrestrained walls -� should be designed to resist an active lateral pressure imposed by an equivalent finid weighing 35 pounds per cubic foot. Walls that are restrained from free movement should be designed to resist an additional uniform lateral pressure of 100 pounds per square 4 (pso. The above pressures assume a maximum wall height of ten feet and that no surcharge loads will occur due to slopes, adjacent footings or other applied loads. They also assume granular soils will be used for backfill. We will be pleased to present supplementary recommendations if such conditions exist. Walls must also be provided with continuous subsurface drainage around them. This should consist of a perforated pipe place at the toe of the footing. The pipe should be embedded in free draining material such as pea -gravel. A twelve -inch minimum width of pea -gravel or similar free draining material should be placed adjacent to the wall and extending to the top. The final one foot of wall backfill may be native soils. The perforated pipe should drain by gravity to the storm drain system. Project No. T-1005 Pear mn 4