4808 BELVEDERE AVE 2016-01-01 MF Import

Timberbuild Homes September 20, 2005 JN 05357 Page 10 between the soldier piles than is necessary to install the lagging. Caving or overexcavation during lagging placement could result in loss of ground on neighboring properties. 1. For the excavation depths anticipated and with pile spacings of about 6 feet, nominal 4-inch lagging can be used. 2. Timber lagging should be designed for an applied lateral pressure of 30 percent uf the design wall pressure, if the pile spacing is less than three pile diameters. For larger pila spacings, the 1a97ing should be designed for 50 percent of the design load. If permanent building walls are to be consti�icted against the shoring walls, drainage shauld be provided by attaching a geotextile drainage composite with a solid plastic backing, similar to Miradrein 6000, to the face of thr; lagging, prior lo pouring the foundatio� wall. These drainage composites should be hydraulically connected to the !oundation drainage system through weep holes placed in the foundation walls. Soldier-Pile Wall Design Temporary cantilevered shoring on the eastern side of the site should be designed for an active soil pressure equal to that pressure sxeited bN an equivalent fluid with a unit weight of �5 pcf. Tra�c surcharqes can be accounted for by increasing the effective height of the shoring wall by 2 feet. The lateral movemant oi the soldier piles below the excavation level will be resisted by an allowable passive soil pressure equal to that pressure exerted by a fluid with a density of 275 pci. This soil pressure is valid only for a level excavation in front of the soldier pile; it acts on two times the grouted pile diameter. The minimum embedment below the floor of the excavation for cantilever soldier piles should be equal to the height of the "stick-up." The maximum bending moment in a cantilever soldier pile will accur at the point of zero shear, where the active and passive soil f�rces arc equivalent. The depth of embedment below the bottom of the excavation for these piles can be calculated by determining the embedment that will satisfy moment equilibrium about the bottom of the pile and then adding 2U percent to that length to satisfy force equilibrium. Tied-back soldier piles should be embedded at least 10 feet below the planned footing excavation level. The vertical capacity of soldier Files will be developed by a combination of frictianal shaft resistance along the embedded length and pile end-bearing. Pile Shaft Friction 1,000 sf Pile End-Bearin 10,000 sf The above values assurne that the excavation is level in front of the soldier pile and that the bottom of the pile is embedded a minimum of 70 feet below the floor of the excavation. The bottom of the drilled nole must be cleaned of all loose soil to achieve the recommended end bearing. The shoring contractor should be notified of this requirement. The concrete surrounding the embedded portion of the pile must have su�cient bond a�d strength to transfer the vertical load from the steel section through the concrete into the soil. GEOTFCH CONSULTANTS. INC.