Laserfiche WebLink
u9/0?; 159E E�s;a� �OE3a'Oa75 �H..�si C FG7Eri FW6E i�6 <br /> IThom�s Jones ( � �N�� <br /> ' M�rch 14, 1900 Pp�� <br /> i <br /> IPie�PII�� <br /> I <br /> Throe- or tour-inch-diameter pipe plles driven with a 950- or 800-pound Jackh�mmer to th� <br /> tollowinp hnal psnotraGon ratea may ba essiqn�d an alloweble compressive load of 8 or 10 ton� <br /> � per pil�, a� shown. <br /> �� Fin�l Orivinp Rat� Find Drtvfnp R�te <br /> Pil� Di�m�tor (65o iD. hammeh (eoo Ib. nemme� Allow�bl� a�erin C� �ci <br /> 3 inchas 12 a��nch 10 teGlnch b toni <br /> � inchas J 20 se�nch __ _ 15 sodinch _ 10 tona <br /> IWe recommend drtvinp the piles In palrs at each location detertnined by a sln,,. _�al�n9inaer. Pile <br /> ceps and prado beams m�y bo used to transmit ioad� lo the pilas. Welded coupl�ra �hould be <br /> us�d to connect subsequent pipe seetions or, pilos that ne�d to be extended in I�npth. <br /> I Due to their smatl diameter, Ihe lateral capadty of vertical pipe pilea is nepiipibia. Laferal loadi <br /> due to wind o� seismic forces may be resisted by pessive earth pressure acUnp on the verUcsl, <br /> amhedded portiona of cne foundations. For thi� condiUon, tha foundetions must bo eilh�r pourod <br /> directly apainst relatively level, undisturbed soil or eurroundod by tevel, strunural fill. W� <br /> rocommend usinp e passive oarth preesure of 300 pounds per cubic Iool for thi� nsis!anca. If the <br /> pround In front of a !ound�Gon is loose or slopinp, lhe pas�ive oarth pressure piven above wlll not <br /> be appropriats. Wa recommend s ��fsty fador of �t leatt 1.5 for ths foundaqone' r�dttana to <br /> Iaterai Ioadinp, when usinp the above daipn vsluee. It �dditlonal Ieteral resistance Is roquirod, vw <br /> recommand drivinp battured piles in th� same direetion as the slope ot tha qround. Th� I�I�ral <br /> capaciry ef + beqere� pit� Is •quol to ona•helt of Ne Iatarai componant of tha allow�ble <br /> compressiva load. The allowable vertical eap�ciy ot betterod pilas does not need lo b� nduad if <br /> lhey are battered steeper than 1:5 (Horizontal� Vertical). AddiGonally, to minimiz� tha poa:Iblliry ot <br /> eccent�c pile loadinp, each plle cap should irclude hro pile:; driven in cpposinp tllrections with thr <br /> ie�m� batt�r. <br /> ! �onY ntlontl Found�tlona <br /> � <br /> Basad on our ezplontions, the resldence on Lot 13 can be supported on conventional continuou• <br /> and spread foatirps bearinq on undisturted, medlum-dense to denea, native �oil or on structural <br /> fitl placed above this compatent, native �oil. Sae the later suh•soctton entitled Qener�i E�r�hworlc <br /> an� Structur I Fill for recommendaUons reflardinfl 1he placement and compacUon of sWctural flll <br /> baneath structurea. We recommsntl lhat cantinuous a�d individual spnad footinps h�ve <br /> minimum w�d�hs of 12 antl 18 inches, reap�ctively. They snoutd be bottomod at le�tt 12 inch�s <br /> below tho lowast adjacent finish flround suRaca for frost protecUon Tha local buildinp eod�� <br /> should be reviewod to detertnina it dlMerent (ooUnp widlhs or embedment d•pth� an requlrod. <br /> Footing subprades must be cteaneC ei loose cr dieturbod soli prior to pourinp concnt�. <br /> � Dopendinp upon site arni equipment constraints, this may requlre removinq th� disturbed soil Dy <br /> i hend. <br /> pepand;np on lhe I;nal site p�ades, sume overexcavation may be required below th� }ootinpt to <br /> expose co�npetent, native soil Unless lean concrele Is used to fiil an ove�excevated hoie, the <br /> overaxcavatlen must be a� ieast as w�ide at th• hotlom as t�e sum ol the d�pth of th� <br /> I <br /> oeohcH cor:scnt,v+'rs.e:c <br />/ I <br />