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. • l <br /> Glenwood TcRacc <br /> Filc Numbcr 126994 <br /> M�y 12, 1994 <br /> Pagc 16 <br /> ❑ <br /> AUGER CAST-IN-PLACE PILES <br /> VERTICAI LOADS (tonsl <br /> 3 feet oi embeddment <br /> PILE DIA. FILL DEPTH PILE CAPACITY DOWNORAG DESIGN CAPACITY <br /> (inl Ift1 (tons) Itons) (tons) <br /> 12 10 17.6 3.9 13.7 <br /> 12 20 25.1 11.6 13.6 <br /> 12 30 32.5 22.0 10.5 <br /> VERTICAI LOADS (tons) <br /> 7 feet o( embeddment <br /> PILE DIA. FILL DEPTH PILE CAPACITY DOWNDRAG DESIGN CAPACITY <br /> (in) Ift) (tonsl ltons) ltons) <br /> 12 70 23.8 3.9 19.9 <br /> 12 20 32.6 11.6 21.0 <br /> 12 30 41.4 22.0 19.4 <br /> LATERAL LOADS Itonsl <br /> PILE DIA. ALL PILE DEFLECTION (in) <br /> (in) LENGTHS .Z5 .50 .75 <br /> 12 - 7.6 tons 3.2 tons 4.8 tons <br /> TABLE I <br /> Augcr cast-in-pincc pilcs arc pinccd witl� a hollow stcm auger drillcd to thc appropriatc depth. AIlcr <br /> reaching 6caring soils, grout is pumped into lhe augcr be�ore starting wid�dnwal to crcate a head. <br /> \Vithdra�ral of thc augcr is timcd to maintain thc grout head, widi qie auger tuming slowly in one dircction. <br /> If in the event Uic filling proccss is rot an cvcn continuous event, the contraclor should re-drill a portion of <br /> thc holo to avoid a non-uniforniity or necking oC tlie pilc. In ordcr to obtain qunlity control of Ihc pile, thc <br /> mnount of grout pumpcd:uid thc grout head should be rccorded for cach pile. A pump stroke counter and <br /> calibration curvc oCslrokcs verses volume sl�ould be included as part of the contraclors' equipmcnt. 'Ilie <br /> volume of grout pumped is compared to the iheorctical volume of the pile. Piles with Icss lha�i I I O percent <br /> oC actual to Uicorctical voluntc should bc re-drilkd, Augcr cast-in-placc piling insG111cd in voids or soft <br /> soils c.�n sometimcs require some additional grout volumes higher tl�nn what would nomially be calculated. <br /> We estim�te diat the toG�l postconslruction setqement of the building should range from 1/2 to 1 inch. <br /> Di(]ercntial setticment across the 6uilding for lhe snmc loading wnditions should be 1/2 inch or Icss. <br /> Laleral IoaJs can be resisleJ by passivic eartli pressure acting on dic below•grade foundation if qic pile <br /> deticction mcUiod is not uscd. Thc foundation must be plaml "ncat" against d�c undisturbed soil, or <br /> backfilleJ witti a cican, frcc-draining, compacted struchual fill, similar to tl�e new material placcJ on site. <br /> NELSON-COUVRETTE 8 ASSOC/ATES, INC. <br /> P6A-23-19�E 1?� 1.[J 2�J6 481 2510 96: P. 18 <br />