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• , � � .Thomas Jona <br /> M�roh 14, 109E ��'� <br /> Pp�� <br /> eupported, or aawl �pao�s with IramW fborinp should b� utlliz�d. If iortw �sttl�rtwM W fM <br /> g�rspe slab� can b� tolKabd, ProPMY ninforad parp� slabt c�n b� conitruct�d u slab�-ar <br /> p��ade pl�pd ov�r a minimum of 1 foot ot ImpoMd, pawlly and stn�ur�l fip, p��N, y��� <br /> slrbs ohould be sbuctunlly wpport�d py th�pNkq, <br /> Based on aur te�t pit infortn�tlon, th� nWd�nc� W p� con�f�b � �ot 13 could f�aWWy b� <br /> supported by oonvsndonal foundatlons b�arinp on fM m�dium-�np, natlw� Wny �and. <br /> D�pendiny on fh� flnal footlnp prada, soms ov�nxqvatlon b�rn�fh IM tooynpa c�oub p� <br /> roquind to expow comp�bnt, natlw wil. It is our opinion MNt tM topppraph�,� �py� a fln on <br /> thii lot would make� homs wMh a dayl(pM b�ssrtNnt yvNl-auitW for fhii bt <br /> (3sotech Consultanb, Inc. should b� allow�d to nvNw tM nMl dw�lopm�M p�s � �y y�n <br /> fhe ncammmdatlons pnaM�d in lhii nport an adpwONy addn�wd in tM d�sipn. 3uch a <br /> plan nvNw would b� additlon�l wortc b�yond fh� curtrM acop� of wafc for thi� ahby, �nd k may <br /> Indud� roviifom to our r�comrn�ndNbn� to acoommoda� �� dw�� � ��n� <br /> con�trainu th�t b�come moro�vid�nt durinp fh�nvi�w proai�, <br /> DAll�d Concnta Pi�rs <br /> Drlll�d, concntaflll�d pien may b�u�ed to wppoR th�nsid�npt on Lots 10, 11, �nd 12. Baad <br /> on our te�t hois�, ft �ppsan that the pl�n can b� construct�d by opM �wl� ��a, � p�� <br /> soll may be encounterod in ths looa flll. Thea pi�n �hoy�d b� drl�Nd wNh oonv�y��� �K <br /> drills, but fh�drlllinp contractor ahould h�v�acc�a tp c�sinp� in qa slouphkp occu�s, Cqw,�b <br /> should not b� allow�d to tre�-tall to 1M bottom of a hoN� g �houa M Nt�purt� a �� <br /> (nto Me hole. If wahr li in a hols �t tl» tlme of pourinp, fM oonp� �ho�d p� f�� � y� <br /> bottom of the hols. <br /> A w(de veriety of dapths and pier diametera aro posafbls, but w�ncomm�nd uNnp� minimum pNr <br /> diemeter of 18 inchs�. For a minimum �mbedm�nt of 10 iNt IMo th�d�nw, n�tiv� s�nd and �in <br /> and a pier diameter of 18 tnches, w� ncomm�nd atsuminp an �IlowabN �uiw c�p�clty p} <br /> 30 tona per pier. B�sed on our subwrfaw infortmtlon, w. .�nm.a a,ac a.r�«,�u„ or,�o„�26 <br /> ro so teet wf�� bs roqu�r.d co acniev. adwwt. wn.tntlon �mo a,. n.adnQ ,on Gm.r-co-o.nar <br /> pisr spacinp ahould b� no less than thn�tlrrNs tM pNr dlartMt�r, <br /> We astlmate that the totsl aeltlement oi sinple pien InsUll�d aa deacxibed �bow wiN b� on y» <br /> oMer of one-half inch. Moat of this �ttl�m�nt should oocur du�inp tM conitructlon ph�N u fh� <br /> dead loads are applted. The romaininp post-construcflon selU�m�nt would b�naliz�d u tM �iva <br /> loads are applied. We estlmate that �ifferontlel esttlemenb over any portion o{ tM structun� <br /> should be less than about one-quaRer Inch. <br /> The lateral capacity of a pier la a functlon of both ths soil fhat sumounds tM pi�r and 1M <br /> compositlon of the pier Itself. We recommend desipninp each pl�r to cantlNwr for tM �ppK �0 <br /> feet, wfth an equivalent fluid presauro of 200 pound: per cubic foot(pcf) actlnp ov�r Mro tlrtN�th� <br /> pier diameter within the cantllaver portlon. For fhs rolnforo�m�nt deabn and tl» computaycn of <br /> allowabie lateral piar loads, the soil edjacent to a drilled pier below ths cantllever portton can b� <br /> assumed to have a passfve earth presauro equal to that prossuro exeR�d by a fluid wRh a d�nsily <br /> of 350 pcf acting oi� two times the pier dfametar. Ws recommend roinlordnp sach pier ib �ntln <br /> lenpth. <br /> OEO7ECN CONBULTAM'8,INC. <br />