1001 E MARINE VIEW DR SITE WORK AND UTILITIES 2018-01-01 MF Import

SteNen Jacobson JN 98313 August 17. 1998 Page 8 400 pcf. 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 the soldier pile will occur at the point of zero shear, where the active and passive soil forces are eqwvalent. The depth of embedment below the bottom of the excavation can be calculated by determining the embedment ihat will satisfy moment equilibrium about the bottom of the pile and then adding 20 percent to that length to satisfy force equilibrium. The verticai capacity of soldier piles will be developed by a combination of frictional shaft resistance along the embedded length and pile end-bearing. Pnrnnreter Design Value Pile Shaft Friction 1,000 psf Pile End-Bearing 10,000 psf The above values assume that the excavation is level in front of the soldier pile and that the bottom of the pile is embedded a minimum of 10 feet below the floor of the excavation. The concrete surrounding the embedded portion of the pile must have su�cient bond and strangth to transfer the vertical load from the steel section through the concrete into the soil. Drainaqe Considerations If foundation walls are constructed against the shoring wails, a drainage composite should be placed against the layging prior to pouring the toundation wall. Weep pipes located no more than 6-feet-on-center should be connected to the drainage composite and pour into the foundation walls or the perimeter footing. A footing drain installed along the inside of the perimeter footing wi'� be used to collect and carry the water discharged by the weep pipes to the storm drain system. Footing drains placed inside the building or behind backfilled walls should consist of 4-inch PVC pipe surrounded by at least 6 inches of 1-inch minus, washed rock wrapped in a non-woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least as low as the bottom of the footing, and it should be sloped for drainage. Ail roof and surface water drains must be kept separate irom the foundation drain system. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. 1he excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building should slope away at least 2 percent, except where the area is paved. ��eorrcii co�si�i.rn�.rs.i,c.