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Thomas Jones JN 98050 <br /> MarGi 14, 7998 Pape 4 <br /> es <br /> Three- or four-fnch-diameter pipe piles driven with a 850- or 800-pound jockhemmer to ths <br /> followinp Nnal penatratlon ratea may be aaaipned an allowable comprossfvs losd of 8 or 10 tons <br /> per piie, as shown. <br /> Final DAvinp Rate Final D�ivinp Rab <br /> Pile Dfamet�r (e5o Ib. hamma� (e001b.hamme� Allowabls BuNn Ca aci <br /> 3 inchea 12 au�Jinch 10 ascllnch 8 tona <br /> 4 inches 20 aecMch 15 aecJlnch 10 tons <br /> We recommend drivfng the piles in pairs at sach IocaUon detertnined by e atructural enpineer. Pfle <br /> capa and prade beams may be used to tranamit loads to ths pilea. Welded couplera ahould be <br /> used to connect subsequent pipe secUons on piles that need to be extended (n lenpth. <br /> Due to their small diameter, the lateral capadty of vertical p(pe pilea la nepl(gfble. Lateral lade <br /> due to wind or ae(smic forcea may be reaiated by pasaive earth proaaure actlnp on tha veNcat, <br /> embedded porUons of the toundaUona. For thia conditlon, ths foundaUons muat be ekher pound <br /> direcUy apainat rolatively level, undisturbed soll or surrounded by I�vsl, sUucWral flll. W� <br /> rocommend uainp a passivs earth prossuro of 300 pound�per cubic foot for thi�nsitUnce. �f fM <br /> pround in tront of a foundatlon ie toose or siopinp, fhs pnsive arth prossuro piven above will not <br /> bs appropriate. We rocommend a whty factor of at Nast 1.5 for fhs foundatlom' rosistance to <br /> lataral load(np,when uafnp the ebove deaipn valuea. If additlonal lateral roalatancs la roquirod,ws <br /> recommend drivinp battered pilea in fhe eame diroctlon aa the alope of ths pround. The lateral <br /> capacity oi a battered pile ia equal to one-half of ths lateral component of the allowabls <br /> compressive load. Trie altowabla vertical cepadty of betterad pilea does not need to be reduced it <br /> they are battered steeper than 1:5 (Horizontel: Vertfcaq. AddiBonally, to minimizs fhs poaaiDllky of <br /> eccentric piie loading, each pile cap ahould include lwo pilea driven in oppoainp dirocffona with the <br /> aame batter. <br /> Conventional Foundatlons <br /> Based on our e�loratlona, the ros;dence on Lot 13 can be aupported on convenUonal contlnuous <br /> and apread fooUnps bearinp on undiaturbed, medium-denas to denae, nativs soil or on atructural <br /> fiil placed above this competent, native soli. Sea the later sub-aecUon entlUed�ine►�I E�rthwork <br /> and Shucturel Fill for recommendatlons reyardinp ths placement and compactlon ot atructursl flll <br /> beneath atructures. We rocommend that conUnuoua and Individual spread toodnpe hav� <br /> minimum widths of 12 and 18 inchea, respectively. Thay should bs bottomed at le�st 12 Inchea <br /> below the lowest adjacent Bnish yround aurfaca for froat protecUon. Ths local buildinp cod�e <br /> ahould be reviewed to detertnins if differont fooUnp widths or �mbedment depths an roquind. <br /> FooUng subprades must be cleaned ot loose or diaturbed soil prior to pourinp concrete. <br /> Dependfn9 upon s(te and equipment conatraints, this may requfro removinp the d(aturbed aofl by <br /> hand. <br /> Depending on the ftnal site grades, aome overexcavatlon may be required below the foodnpa to <br /> expose competent, native soil. Unleas lean concreta la used to flll an overexcavated hols, fhs <br /> overexcavatlon must be at least aa wide at the bottom as the sum of tha depth of ths <br /> OPATECH CON9ULTANTR,INC. <br />