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

holes open at a time. This procedure can be altered, if desired, if the holea prove to be capable of etanding open for extended per.iode of time and do not fill with water to more than a foot deep. The actual to[al length of each pier may be adjueted in the field based on required capacitiea and conditiona encountered during drilling. since completion of the pier takes place below ground, the judgment and experience of the geotechnical engineer muet be uaed ae a baeie for deternining the required depth and acceptability of each pier. Conaequently, all piera muet be inapected by a qualified qeotechnical enqineer or engineering geologist from our firm who can interpret and collect the inatallation data and examine the contractor ' s oNeratione. Aaeociated Earth Sciencea , Inc. , acting ae the owner' s repreeentative, would determine the required lengths of the piere and koep a record of the same. 7he reinforcinq eteel achedule and spacinq of the piere ehould be determined by a qualified etructural engineer. 9_0 DRAINAGE CON9IDERATION3 Aa discusaed previouely, the underlyinq lodgement till (Unit 2) is relatively impermeable and water Will tend to perch atop thie stratum. Traffic acrosa the eurficial aedimenta when they are damp or wet uill reault in dieturbance of the otherwise firm atratum. Therefore , prior to eite work and construction, the contractor ahould be prepared to provide drainaqe ae neceaeary. Thie may be accompliehed by perimeter curtain draina or open ditches. All footinq walla ahould be provided with a drain located 2 inches below the footinq eubgrade elevation. Dralne ahould conaiat of rigid, perforated, PVC pipe encloaed in a pea gravel , sand-free trench. They ehould be conetructed with eufficient gradient to allou gravity diacharge away from the building. Roof and aurface runofE ehould not discharge into the footing drain eyetem but ehould be handled by a separate tightllne drain. If rock trenches are optioned , they may be uaed in lieu of perforated pipe draine provided tho r�ck 1s not contaminated with mud and the trenchea can drain by gravity from the building area . In planninq, exterior gradea adjacent to walls ehould be eloped downward away from the atructure to achieve eurface drainage. 10.0 FLOOR 3UPPORT Where the bearing stratum is relatively ehallow, a alab-on-grade floor may be uaed over the recompacted Vaehon lodqement till or ablation drift. The floor ehould be cast atop a minimvm of 9 inchee of clean, free-draininq eand or pea gravel to act as a capillary break. It ahould also be protected from danpnese by an impervioue moiature barrier. In [he repreaentative areae around the eite where unauitable fill materials are deep, aeveral alternativea exiat for floor 10 �/K,1 �