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f�ecrmbrr 15. 1992 7 9Zi-1184 <br />5.2.3 Drivcn 7'imbcr I'iles <br />���ecific pile recommendalions inrlude: <br />• Pile - The limber piles slwuld mecl Ihc qualily rcquircments of ASTM D-25 and <br />should be pressure-Irealed in accordance rvilh Ihe mquiremrnls of AWPA <br />Slandards C3. It is remmntended Ihal Ihe minimtun lip circunderence be <br />i,� '. � twenly-fivc inches. Piles should bc banded ncar Ihe lip and Ihe butt lo hclp <br />- protect againsl brooming during drivin�. <br />Gslimated Deplli �nd Vcrliral Compression Ca ncil -[lased on ihe resulis o( <br />Ihe Iesl pils, il is our o��inion Ihal Ihe piles can be driven lo Iheir full capacity <br />wilh aboul four fcet of penetration inlo Ihe dense soils underlyin� lhe loosc fill <br />and compressible peaL Typically wood piles liave a design capacily o( 25 Inns <br />per pile, depending on stniclural criteria. figure 2 indic�les approximale <br />depths from exislin� ground surface lo Ihe base o( lhe (ill and peal �vhich can <br />bc inlerprcicd as Ihe top of Ihe brarin�; soils'as inferred (rotn Ihe cxplorations. <br />Pur budgMing purposes, lhe required pile Icnglhs can I�� eslimaled by <br />assuming piles will drive an averagc of ihree (cet belotv Ihesc dr��lhs. Tb <br />estimalc ��ilc len�lhs Ihc ��ilc cap Ihickness and any requireJ gra�le changes <br />nnisl bc considcred. <br />I,afcral I.oad Capacilv - l3asc (riction on Ihc pilc caps can nol be rclicd on lu <br />resisl lalcral loads. 'Thus resislancc to lalcral loads musl be provided by <br />passivc carlh pressurc on the siJes of thc pile caps and gradc beams anJ <br />lalcrel IoaJ capacity o( Ihc piles Ihemselves. 'I'hc passive pressiuc on thc sidrs <br />o( lhc pilc caps and Ihe �radc beams can bc computed un Uie basis of an <br />cquivalent fluid �vitli a densily o( 2(� �uL '17ic allowable laleral load on thc . <br />piles can bc assumcd to be ec�ual lo L�i ki��s per pilc wilh an avcragc diamcler <br />in Ihc filVpeal of cighl-inclir.s. <br />Rec�uired Pile DrPlh - 7�he actual required pilc penelralions should bc <br />determined during construction based on established ��ile driving criteria :ind <br />Ihe actual pile driving resislance. 'Po provide adequale bearing, �ve recununend <br />that Ihe pile be driven a minimutn o( thrcc (cet into Ihc bcaring soils unless <br />dcicrmineJ olhcrtvisc by Ilic etigincc�.---" ` <br />Obslruclinn - Allhou�h mini�nal amounts of clebris were encounlered in our <br />tcst explurations, it is ��ossible Uial obslruclivc Jcbris nia� exist wilhin Ihe fill in <br />unezplored arcas. I( oUslructions are encounlemd, it nwy be necessary lo pre- <br />Jrill prior to pilc Jrivin�;. 'I�he diamcler of prc-drill holes should be Iess Ihan <br />Ihe pile dianictcr and pro-drillini; nccil only exlend Ihrough Ihe (ill and shoulJ <br />nol penc�ralc Ilic bcaring soil. If the ubstruction is rclelivcly shallow, il could <br />simply be remo��ed by C%C:IV:IIIII� NIIII .l backhoe. If pre-drilling cannot <br />��enetralc Ilic obsln�cliun, �lesign pilc lucalions tvill havc lo bc changed in lhc <br />ficld. <br />Golder Associales <br />