7000 HARDESON RD 2018-01-02 MF Import

Quadrant 6-917-10260 12 April 1996 Pepe 6 preload fill material equal to at least 120 pounds per cubic foot (pcf) and taking into account the settlement of the preload fill, this intensity of preload would correspond to a preload fill height of B feat above finished floor elevation. The preload may induce settlements of about 2 to 4 inches while it is in place. The height of preload should be measured from final finished floor elevation. Laterally, the top of the preload fill should extend 5 feet beyond the foundation limits and should be sloped down at an angle of_ 1 HA V. The western edge of the preload should be located 230 feet from the eastern building line (5 feet beyond the west end of the mezzanine portion of the structure). From this western edge, the preload should slope down at 51-1:1 V to provide a transition. We estimate that the preload settlement should be 90 percent complete after a period of about 30 days following completion of fill placement. The recommended preload time duration should be re-evalua,•su based on settlement survey data obtained during monitoring. We recommend installation of a srides of settlement plate monuments. At least 5 settlement plates should be Iinstalled in the preloaded area as shown on Figure 3. In addition, we recommend at least six settlement plates witicin the parking lot and fueling and washing building pads. The settlement I plates should be installed immediately prior to site filling. Initial settlement plate readings should be obtained immediately after placement of the plates and prior to placement of any structural and/or preload fill. Readings of settlement plates should be taken by standard ' differential leveling to the nearest 0.01 foot, and should be taken at regular intervals during the entire filling and preloading period of at least two readings every week. As the elapsed time increases, the interval could be extended at the discretion of the project geotechnical engineer. ' 4.5 Slab -On -Grade Floors The slab -on -grade floor subgrade should be prepared in accordance with the previous site ' preparation recommendations. The slab -on -grade should be founded on prarolled or compacted . native ground or structural fill compacted to a minimum of 95 percent of the modified Proctor maximum dry density (ASTM:D 1557). Slab thickness should be equivalent to the concrete pavement thickness described subsequently in this report. We recommend that the interior floor slabs be underlain by a minimum 6-inch thickness of washed rock containing less than 3 percent fines passing the U.S. No. 200 Sieve, based on the soil fraction passing the U.S. No. 4 Sieve, with at least 30 percent retained on the U.S. No. 4 Sieve. This granular fill is intended to serve as a capillary break and working surface. An impervious moisture barrier should also be placed between the capillary break and the floor slab in any areas with a moisture sensitive tfloor covering. 4.6 Service Pits/Retaining Walls The lateral soil pressures acting on retaining walls will primarily depend on the degree of compaction and the amount of lateral movement permitted at the top of the wall during and ' after backfilling operations. If the wall is free to yield at the top an amount equal to at least A