4708 SEAHURST AVE 2016-01-01 MF Import

" Geateclmical Engincering Eve� ion 4708 Seahurst Avenue--Carter September 17, 2006 RMI File No. 37106 Paoe 8 Foundatians Com�cmional shallow sprcFid li�uudations should be placcd on undisuinc�d medium dcnsc or bener nativc soils. Whcrc Icss thnn medium dcnsc soils arc enrnuntcred nt fooling bcaring cicvation. Ihc suhgrndc should be overcscavated lo espose suitablc bearing soil. Tlic ovcresc:�vntiun cuidd be fillcd wi�h stn�ctur�l fill (scc subxction un Siruclurul Fill) or thc footing may bc cslcndcd do�rn lo �hc bcaring native soils. If footings are suppurlcd on struclural fill, the fill runc should c�tend outside Ihe edges nf the footing .i dislan c cyuad w thc dcpih of uvcrcaca��alion hclow thc fuoting. Footin�s ncar or ovcr thc (op of ihc slopc arc reyuireJ In be at such depihs so Ihat thc faces uf ihe footings are no closcr than 9 fccl !o lhc facc uf lhc eSopc (Figurc 3: Schcroatic Cross-ticcli::n A-:1'). Foutings for retainin� walls should be :d Icast 12 fce! from lhc face of thc slupc. Pootings including in�erior f'ootings should es?end ai lenst IR inches bclo�� ihe lowest ad,jacent finished ground surfacc for fros� protcclion und/or bcnring capacitp considcrntions. Minimum foundetion widths of 1R nnd 24 inchcs nrc reconuncnded for conlinuous and isolatcd spread footings, respcctivclp. Standing watcr should not hc allowcd to accwnulatc in footing tn:nchcs. All loosc or disturbed soil should bc remo��ed from Ihe foundation e�cavntion prior to pouring of ,`�e conerete. For foundations constructcd as outlined above, wc recommend an allowable design besring pressure of not morc than 2,000 pounds per syuare fi�ot (psn bc used for the footing dasign. Current Intemational 13uilding Codc (113C) guidclincs should bc uscd when cansidcring incnnsed allowablc bcnring pressurc for short-term transilon' wind or scismic loads. Potential foundation setdemcnt using thc rccommcndcd allo��ablc bcaring pressurc is cstimatcd to bc less than I inch totnl and I/2-inch diffcrcntial bctwcen adjacent footings or across a distance of a6out 25 fce1. Laleral loads may be resistcd hy Giclion on the base of the footing and passive resistance against the subsurface portions of the foundntion. A coefEicient of friction of 0.35 may be used to calculate the basc friction, and shculd bc applicd to dic �•crtical Jcad load only. Passivc resistancc may bc calculatcd as a Iriaugular cyui��alcnt (luid pressurc dislribulion. An cyui��alcnt tluid dcnsity of 200 pounds per cubic loot (pc� sliould be used for passivc resistance design. These recommended ��alues incorporate safeh� factois of I.$ and 2.0 applicd to the estimated ultimate �alues for f�iclional and passive resistance, respcctivu�. 'Ib achic�c ihi; �aluc of p:issivc resistance, the founda�ions should be pL•�ced "neat.. (��i�hout tiimis) againsl Ihe n;ui�c mcdium dense or bcucr soils or compacted suil should be placeJ RMI ASSOC/ATES LLC - Y �) �