this document downloaded from vulcanhammer.info the website about Vulcan Iron Works Inc. and the pile driving equipment it manufactured Visit our companion site http://www.vulcanhammer.org Terms and Conditions of Use: All of the information, data and computer software (“information”) presented on this web site is for general information only. While every effort will be made to insure its accuracy, this information should not be used or relied on for any specific application without independent, competent professional examination and verification of its accuracy, suit- ability and applicability by a licensed professional. Anyone making use of this information does so at his or her own risk and assumes any and all liability resulting from such use. The entire risk as to quality or usability of the information contained within is with the reader. In no event will this web page or webmaster be held liable, nor does this web page or its webmaster provide insurance against liability, for any damages including lost profits, lost savings or any other incidental or consequential damages arising from the use or inability to use the information contained within. This site is not an official site of Prentice-Hall, Pile Buck, or Vulcan Foundation Equipment. All references to sources of software, equipment, parts, service or repairs do not constitute an endorsement. '<! Application of the wavc equation analysis to friction piles in. sand , F. A. TAVFNAS ~~l~/~l1I'lt1l~~tll(!/ (-ii.il F.'l~,ci~r~~~ri~rg, I,(l\~iiC!~ti\,c~rs;ry, Q111,bcc City, QIIC.., Con(,(io AX11 J. bj. E. AL~~)~I~EKT (;(,,l:c( ir~rir(/I I.~~,yi/rl~r.r.\ /ti(.. .i.?JO Crossr~ici~.Dr.. I(crr~.cron,T,Y. 1J.S.A. 77063 1:cceived June 23. 1976 , Acccptcd Scptcn~her7. 1976 I{a~.cilon tkc inft~r:ii.ific~ngalhereel clurii~ga c!c\ign pilc testing pr-~Jgramand the st~hccqttrnt it~tI I I I f111:1t In ()!~cbei ('it!. the pc~teritiiiland limitation of the nave t~qt;.t!iot?ri?ct!iocI :II!;II)51ng pil~ t111ving llch;f\ ~OLII-:~i.c cler~lo~st~~[cd. 'I'll~:li)lllic;~tion of tlic \\ti~~ctlcr,~iion ri~cthtrcl to in\tti!mciitcd precat concrete pile, Jri~en 11ncl~r:~c!! i.ori!t~*l;ccl ~~c~iiclititriir Ic,lcli to csccl' .lit pl.c~iictionsboth irl rcrmb of drivir~gsfr-esses . i111ei 01 111iini;i1cI>C:II~,-! <s,.,.<ip;1cttlc\, 'i hc \tirile hi&:!>~jitaliry rif pretliction i\ ol>tninctl for. ;I sreel Il-pile and :I prec:tst concrcre pile clri\crl incrcr1l~ili;~llyt~i ;I ~lcpth01' 53 ft (10.2 nl) in a rrniform sand deposit. t.lowcver. proper xin1ril;tti~~n{rl'tl~c ~t>iilt\ i\ rcquircd fur 11ic prccast cclncrelc pilc. ('11 1115. cimtl.;\1-!:. :I Icr\ ;~'c".co~-i~:l:it~on I~ct\~een ccirnp~rted and otlservetl ultirn;~tecnp;lcitieb is \rht;linell f~)ttlic p~ollrtztio~ijlilcs. 'I'lii\ i ,~ttl.ibutcdio thc jloor scliabiliry of the blo\\'co:rntc used :IS in;>iit <I,II:Iin 11.1~L~I;I\\Ic~:II \V;I\Y cq11:1iiorin1ethci<l cri";i~i:ilysis. -- - - -- -- h p;ti[ir (!CS iliiot11i.i11111i\r~c~li.il/ic\ lor\ d'~111progr-,~l~lnl~ d'css:tis (LC (Itsign rt Ic,rs dc 1;) ~~~ll~llll~~ii~lld'111icIo~:~lt~licl~~ ~~CLIY :I Qu2llcc. 6111 cl~ruotitrcle potentiel ci les limitation, de la rn6tl-,o~!c.~lc 1.1 '\\:I~L.rij~~;ition' pour ;~nal\wr le canipi\~-tenlenten h:ltt;igc des pieus. I .'~;~r]iic:tlionclc !;I r:ii;lli~llcJc I:! 'u.;~veccl~~:ltion' I1 I';in;~l) \e de pieux dr hi.[orl instr-un?rntP\ h;i1111\I!:III\ dcs L.OI~.IIIIOI~~~hicn c~ntriilCcrc(7nduit i tLc\ pr&lictions escellentes des contl-:~intes (lc li:~!t:igc ,III\\~h1c11 LIIIC: clc\ l'orcc\ pt,tt;11ltc\. [<:I n~;,r~ichocinc clu;\litc tlc pi.Cdriiion eb[ obicnue po~lrun picu I-I en aciel- ct un pierr de heton pl-c~ll>tiquCl~e>nc~~s :.n it;~pcs jtt\qil'it 53 pietls (Ih:? rn) d;~nsun depbt dr sable unift>l.rnc. Tcit!teCoi~. unc sin>~!l:~ti~~!i'1d6q1r;lre tles joirits cst nicessaire dans le cas du pieu de heton p1-61';1\~iq116 ,411c~lrlli;itrc, ilric c~i1.16It1rie1ri~le trt\ rn:iu\,nise qri;iliti cscohtenue entre Iec capacites port.lnres pri-dilc*\ c.1 o!~scr-\ectic\ pictrx tle prcr<lui:it~n.Ccci csl ;l~trilruPII In f,:lhililL; 11-6sfi~iblc des ~ic~r~:l~~c\cle cocrp\ tlc 1l;:tf;igc uti1isc.s cornnle Jorlnie de Iw\e clans I'analyse cl;l\sique p;ir 'uave CLIII;II~,~~I'. L':l!l, (~C<IIL'C~~1,. id, 34 11977) Introtluction reasons, the method is used only on a vcr! Follo\\lin!: thc stucly of pile tlri\.ing inipnct by lirnitcd scale in Canada. While the fundalncnt:~~ Smith ( 19501, tllc tlsc of tl~cl1.1cory of wavc aspccts of the wave equation rncthnd ll:~\c propagation for !tic ;~rialysisof pilc clriving has bccn the object of numerous papers, relativc.l! grariiially dcvclol~ed It) rcs~ilt in the forriial littlc data ha~ebccn published or1 the nllplic.;i- ~)ro~'osiiior~ol IIIC so-c.:!ilc~i \\.n\c cquation tion of this nlctllod to production piles so thal 1 s 1 1 iirr f tlic potqntial and ]inlitations of tllc \\-n\.e c~ltl:l- ] !!I it! I p;tion \\.l:cil applied to real field situatiotls ;ire. (Sr:iit!l I ')(it)1. l'\ii.~l.;i\.~:i.\t..~i ..I1 \\.as carricd not clearly cstablisl~cd.It is the purpose of lllc 0~:irl t!lc i?cric):l 01 19(1(.111: 1970 to dc\.clol) prcscnt study to provide sucl~information in 11111 I I :trticIs t tiI the C~SCof precast concrete piles driven ill 1t.ch11iquc.sfor nio~ic.li!l~tllc (11 i\.iiig sj.slcm. thc snnrl by mcans of free-fall hammers. pile. ;~iltlthc soil. Siilcc I OiO. lhc \vavc cclua- TIlc cnnstruct.ion of I\\Q 12 500 ft (3800 nl 1 1 llioiI I ti~IL tilong retaining \valls on bot]l sides of the Saint- in the 1i:iitcd Sti11c.; fc)r I?otli ori~l~o~cand ofl- Cllarlcs f<ivcr in dow~ltownQuebec City inl- shore prc~jccts. J-lo\\c\.cr, ntlri for tinclear plicd the design and construction ol a n~itjtlr . , -< Kg- ',>'", . +,:,:,;<,,:,:,+, 17ile foun;!ation in a sand deposit of medium analysis was :llso matlc as sum in^ tvnic:tI ~..limit. 1 : ,,:!;, , -~,~r?~;;~+~y$~;i4i+~i L7 i i density. The design of this foundatio~i was vnlucs of tlic ilij~utpar-ametcrs to estirnatc tile b;lsed on the results of an extensive pile ciri\.irig possible accuracy i?f 1)carirrg ~:\pncity~~redic- and test loading program, in which tlie vari:l- tions in caws \\.llt.rc ,110 ticinilcd st~rciyof sucll tions of the driving resistance and the static parariicters coultl bl: riiarle. bearing capacity \villi the depth of enibetinicr~t tllc !U 3. T;inally. tlic quitli~yof bearing capacity !.f in sand were determined for. fou~types of piles predictions for 30 pro~luction1)ilcs test I'onded and in particular for a 12 BP steel I-I-pile and to failure \\.as e\.:~lu;ltcd I,y comparing the for an H-800 Herkules precast concrete pilc. \\.:ive ecjuatior~rcs~ritc to rllc o1,scrvations made Details on the soil properties at the site, on the on ihc ~~sc~luitionpile.;. -1'Iiis cxc is tliouglit pile tcsting program and on the results obtained to rnorc i.cpi.csent:~ti\.c of stnnciartl ficlcl Ilave been presented by Tavcn:ls ( 1Y7 1 j. co:?tlitioiis \\licr.c driving cor~ditionsas wcll as Tlie hexagonal precast concrcte piles were, cluniity ct>ntrois~vcro less uriifor~m. finally sclectcd for the ioundation ancl tlicir length \vns specified in accordarice \vi!h tlic C'h:trnc.lcristics of the I'roject re~ult.sof the test program. In order to ensure C;P(I\CC/I~I;(YI/Cot1di1iot1.s [lie necessary quality of the production piles, Tlic' geotecllrlical corlditions prevailing on !he contract documents recluirecl the recording the Saint-(.'li:~rles Iiiver site ar-e very uniform. 116 the driving resistance on all piles as \~cilas They Il;r\,c bccn desc:ribcd in d~tailby 7'a\c1lns rlic te5t loading of 39 piles, selectecl at random ctl. ( 1') 70 ). .l'd~vcrias( 107 1 ), anil Ta\!cn;is hy tlie ungincer. As a rcsult, cstensivc infor~n:l- ;ilid /?ucly 1 1072 1. ,\ typical soil ~~rofilcis lion was gathered on the driving beli;l\,iour of s:iou.~i in I?$. I. .I'lic s:rncl layer \vliicli is tllc as \\.ell as on eventrrnl corrcl:ltiorls niaiii l'c:~turc (,I' this tlcposit llus hce11 p~.ovcrl en the len_rth of pilc, tile final tiri\,ins tinilorrii over t!;~c111ir.c 17r.c)jcct arc;I, ho:Ii in and the static bearing ,;~pncityof tcrriis of gr;ii!:iii<)~iant1 of density. 'r'ilc i~at~i~.al precast ccjncrete piles driven by free-fall ham- backlill shc~wnon Fig. 1 \vas cxcav;~tctl;>rinr nicr in niediurn dense snqd. T'licsc results Ivcre to piling ant1 \\,;I.; rcj>la(,cd lly ;I 1.5 ft (4.5 ni) u\ed to demonstrate the lirnitittions of iht usual tllick Ia!es cjf unconlp;tcrcd 0-4 in.