2106 GRAND AVE 2016-01-01 MF Import

( GEOTEOIINCAI ENGINEERING STLDY E•12863 r March 17,2007 1 � Soldier Pile Wall Drainage. Horizontal joints between the lagging should be maintained to � allow water to seep through the shoring and reduce the potential for hydrostatic pressure to build up behind the shoring. The joint openings should be 1/16 to 1/8 inch wide. If permanent � basemen! walis or concrete facings are applied directly to the shoring wall, a continuous � geocomposite sheet drain incorporating a filter fabric such as Mira�G100W, or an approved equivalent, should be applied to the shoring wall prior to constructing the finished wall. The r sheet drain should be connected to a tightline drain installed along the base of the wall � and/or footing to collect and remove any seepage. A typical detail illustrating a sheet drain and tightline installation is included as "Shoring Wall Drainage," Plate 3. ISoldier Pile Installation. We understand that 6-inch flang width I-beam soldier piles with wood lagging will be used for the temporary shoring. The piles will be driven into place. We � anticipate a maximum temporary shoring wall of 14 feet with a 3-foot-high 1H:1V slope behind the wall. For a 14-foot-high wall, the piles should be imbedded 11 feet below the bottom of the excavation and spaced 5 feet on center. This design does not account for the I strengtl� of the pile. The strength of the pile should be reviewed by the project structural engineer. ; Foundations Based on the results of our study, in our opinion, the proposed building may be supported on Ia conventional spread and continuous footing foundation system bearing on competent native soil or stn�ctural fill. IExterior foundation elements should be placed at a minimum depth of 18 inches below final exterior grade for frost protection. Interior spread foundations can be placed at a minimum � depth of 12 inches below the top of siab, except in unheated �reas where interior foundation � elements should be founded at a minimum depth of 18 inches. Continuous and individual spread footings should have minimum widths �f 16 and 18 inches, respectively. � With foundation support obtained as described, for design, an allowable soil bearing capacity � of 3000 psf may be used for medium dense native soils or structural fill. Loading of this I magnitude would be provided with a theoretical factor-of-safety in excess of 3.0 against shear failure. For short-term dynamic loading conditions, a 1/3 increase in the above allowable bearing capacity can be used. � With structural loading as expected and provided the above design criteria are followed, total settlement of less ihan approximately 1 inch is anticipated, with differential settlement of I approximately 0.5 inch. Most of the anticipated setilement should occur during construction as dead loads are applied. ( ' i I EAR71-I CONSUlT1NG INCORPORATED �ar,e d