20 Civic Center Plaza - Soils Report

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Grifin Realty SA, Inc.-Geotechnical Investigation Unv/Crandall Project 70131-7-0261.0001 July 8, 1997 minimize settlement of the adjacent structures. If desired to reduce the deflection of the shoring, a greater active pressure could be used in the shoring design. Monitoring Some means of monitoring the performance of the shoring system is recommended. The monitoring should consist of periodic surveying of the lateral and vertical locations of the tops of all the soldier piles and the lateral movement along the entire lengths of selected soldier piles. Also, some means of periodically checking the load on selected anchors may be necessary. We will be pleased to discuss this further with the other design consultants and the contractor when the design ofthe shoring system has been finalized. 6.5 WALLS BELOW GRADE Lateral Pressures For design of cantilevered retaining walls below grade where the surface of the backfill is level, it may be assumed that the soils will exert a lateral pressure equal to that developed by a fluid with a density of 30 pounds per cubic foot. The building walls below grade should be designed to resist a trapezoidal distribution of lateral earth pressure plus surcharges from adjacent loads. The lateral earth pressure on the permanent walls below grade will be the same as that recommended for design of temporary shoring with a maximum lateral pressure will be 22H in pounds per square foot, where H is the height of the wall in feet. In addition to the recommended earth pressure, the upper 10 feet of walls adjacent to any vehicular traffic areas should be designed to resist a uniform lateral pressure of 100 pounds per square foot, acting as a result of an assumed 300 pounds per square foot surcharge behind the walls due to normal traffic. If the traffic is kept back at least 10 feet from the walls, the traffic surcharge may be neglected. 13