5114 33RD AVE W 2018-01-02 MF Import

Novaek Property 510 Place Everett, Wa. 99-11-10 water table at the site, the site soils are not considered to be liquefiable. We would not anticipate that liquefaction would be a problem at this site. Lateral earth pressures on walls increase during an earthquake. The design pressure given below are in accordance with ATC-6 guidelines for yielding and non -yielding walls. The method is based on the Mononobe-Okabe analysis. This method assumes that the wall is free to yield outwardly at the top equal to an amount of l0A m inches. "A" is the acceleration coefficient. As previously stated, this value for this area is equal to 0.30. This means that the wall should be allowed to yield 3.0 inches. Allowing the wall to yield significantly reduces the dynamic lateral loading as compared to a wall where no displacement is permitted. For a yielding wall, the horizontal acceleration coefficient (Kh) used in the analysis is 0.5 A or 0.15. Under these conditions, we recommend that a dynamic rectangular pressure increment be added to the static equivalent fluid pressure stated in section 4.7 in the form of 4H in psf, where H is the height of the wall in feet. A non -yielding wall or a wall constrained by its stiffness or other structural constraints, will experience significantly higher lateral earth pressures during an earthquake. The horizontal acceleration coefficient of non -yielding conditions is 1.5A or 0.45. Under these conditions, we recommend that a dynamic rectangular pressure increment be added to the static equivalent fluid pressure in the form of 12H in psf. 15 GES, Inc.