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p8 u':�igyE. u8:a7 ��i53a'Oa-9 5!iH,ni C FuTEii Pp6E 0; <br /> 1 <br /> i Thom��Jones � � JN YlO60 <br /> i M�rcti 14. 1pN P�6 <br /> Iover�xcavotion and th�foolinp w�dth. For example, an overexcav+tion ext�ndinp 2 tset bNow Me <br /> bottom of a 3-foot-wide too'�np must be et le��t S ta�t wide et the basa of ths �zcav�tlon, It le�n <br /> I concret� i: ut�d, the ovarexcavation nsed only extend b inche�bsyond tns edpe� of tM footlnp, <br /> An allowadla besrinp pressura ot 2,000 pounds per squ�n toot Is epproprist� fo� footlnps <br /> constructed �ceortllnp ta the above rocommendetions. A one•lhfrd Incrsase in thlc d��ipn bearinp <br /> pres�uro m�y bo usotl when considerinfl short•tarm wind or i��smic loadt. For th� abovs d�tlpn <br /> cn!�na, ft i� anticip�tad that the toUl post•construdion s�tUoment of footlnpf founaed on <br /> compat�nt, native soil, or on stn�ctural fill up to 5 fret in thickn�es, witi be about�n�h�lf Inch, wfth <br /> diR�nntlal s�tUem�nts on Ihe order of onaquart�r inch in a disunce ot 50 fesl alonp � cont{nuou� <br /> }oodno. <br /> L�terat loada du� to wind or salamic forc�t m�y be resiat�d by Irictlon betwean the foundWon �nd <br /> th� beannp soii, or by pass;ve earth pressure actinp on tne vertical, embeddad poNone of th� <br /> foundetion. For the laqer condition, the toundation must bs sith�r pound direCUy apainet <br /> rYlativoly lewl, undisturGed soil or surround�d by I�vN, sWctural fill. We reeommend u�inp Ihe <br /> followinp desipn values for Ne found�t(on's resictance to latenll ladinp: <br /> I Pa�qat�r Dn VNw <br /> ICoe}fici�nt ot Friction 0.30 I� <br /> Pa��iv� EaM Pr�uun 300 pcf <br /> VVMr�: <br />' 1, pcf is pound� p�r cuDie foot. <br /> ; 2. Pa:aive earth pr�swn le computed <br /> iusinp the equlv�l�nt fluid den:ly, <br /> � If the pround in front oi a tountlaUon Is loos� or slopinp, U�e p�ssiva earth preeaur� qivan abov� <br /> will not b• appropriatr. We recomm�nd a eAfoty fedor of �t least 1.5 tor the foundeGon'a <br /> realatance to le��ral toadinfl, when uilnp th� abovs d�slpn v�luss. <br /> SN•mlc Coe�id�ntlon� <br /> i <br /> The sito is locsled within Seismic Zons 3 ae illustrated on Fipure No. 23-2 of the 1981 UnNortn <br /> Buildinp Coae (UBC). In aceordance with Tabla :3-J ot ths 1997 UBC, the slte soll profli� li b�st <br /> � represented by Proflle Type S3. The fill and the underlylnp dense, silty aand ana sllt are not <br /> cusceptible to seismic IiquafacUon. <br /> Slab�-on•Gnd� <br /> I The parape floors on 4ots 10, 11, and �2 may be conswcted as slaba•on•flnde atop a minimum <br /> of 1 foot of compacted, struetural fill. We recammond placinp concrete slabs ovet at least 1 foot <br /> ol structural fill to provide more unlfom suppon for the slab, where tha subprada ia toR or settle� <br /> mora rap;dly t�an the surtoundinp pround. Ths subyratle soll must be in e firtn, non-yfaldinp <br /> condilion at the Ume of sleb constructlon or undenl�b fill placement. Any soR araas �neounterod <br /> Shouid be exCavated anQ rapleced wlth salect, Imported, swctural fUl. Theee sl�be chould be <br /> IO[OTiCN CONfULTANT/.MC. ' <br /> I I <br />