1001 W CASINO RD BASE FILE 2018-01-01 MF Import

aupport. One alternative would be to overexcavate all of the uneuitable fill fro� under the building area and replace it with a atructural fill placed as deecribed under Section 7.0, 9tru�tural Fill. Another alternative would be to " float " the slab on a thin etructural fill . After overexcavating at leaet 16 inchea below finieh floor grade, a 12 inch thick etructural fill would be placed. After the fill is completed and approved, the moieture barrier and minimum 9 inch thick free-drainlnq layer may be placed. The floor slab can then be caet on top of the free-draining layer. The floor slab ahould not be tied into the buildin4'e foundation but ahould be free to settle independent of footinqe. Floating floor alabe ahould contain bar reinforcement to minimize differential movement acroas any cracke uhich might develop. 9ome crackinq and aettlement of the floor slabs ehould be expected if thia support method is utilized. 7'o further minimize potential settlement of floora , it would be necessary to remove the exiating ftll beneath the floore and replace it with atructural fill , aupport the Eloora on rock trenchea or piers, or utilizu crawl space conatruction. 11.0 3WIMMING POOL AND SPORT COURT The awimming pool and aport court will be located in the central portion of the aite where the fill eoile are the thickeet. Ae auch, some additional pr�cautione are auggeated in order to minimize � future maintenance of theee etructuree. Generally, awimminq poole place lese load on the underlying ao11s than the eoil ahich is removed and are not usually eubiect to aettlement . However , the fill eoile on thie eite are quite variable , and in placee contain aignificant quantities oE peat. Therefore, ue recommend that the pool excavation extend through the fill soile and then be brought up to final eubgrade elevation with clean, granulithic backfill compacted into place. We also recommend that the pool be designed to be free atanding, i .e. the sidewalls do not depend on any paeaive reeietance from the eurrounding soils. For the condition when the pool is empty, the pool walla ahould be designed to resiet the soil presaure puehing inward on the pool I walls . If the pool walla are free to yield inward at leaet 0 . 1 percent of their height, they may be deaigned uaing an equivalent fluid denaity of 90 pounds per cubic foot (pcfl . Reatrained, rigid, pool walla which cannot yield ehould be desiqned for an equivalent fluid density of 55 pcf . Aleo, due to a potential high water taLle, the pool bottom ehould be equipped with a one way preeaure relief valve to minimize buoyancy of the empty pool. The area underlying the eport court, and extendinq a minlmum of 2 feet outward on all aidee, ehould be overexcavated a minimum of 2 feet below fina] bottom of slab grade. The expoeed subqrade ehould then be compacted to a firm, unyielding etate. Clean, granulithic backfill containing leae than 5 percent material pasainq the No. 200 eieve acreen, and lese than 25 percent paeaing the No. 90 sieve 11 � i