4202 CRESCENT AVE 2016-01-01 MF Import

Sep 2B 00 12: 35p GEOTECH COnSULTRHTS, IMC. I425)747-8561 p.3 � L.g&,y p�p�ne�� JN 00376 SepExnber 27,2�00 Page 3 The erosion contrd measures needed during the siEe devebpme� will depend heavily on the weather conditfons that aro encountered. Whib aite clearing will expose a larpe area of baro sol, the erosion potential or the site is relatively low due to the gentle slope of the pround. We aMidpata that a s�lt fence will be needod around the doYmslope side of any ckared ereas. Rodced eonahuction access roads should be extended iMo the site to reduce the amount of mud cartied off the prope�ty by trudcs and equipment Following rough grading, it may be necessary to muk:h or hydmaeed bare aroaa that will not be fmmediately covered with landscaping or an impervious surface. SE13M1C CONSfDERATIONS The site ia located within Seiamic Zone 3, as illuatrated on Flguro No. 18-2 of the 1997 Un'rform Building Code (UBC). In accordance wRh Tabie 16-J of the 1997 UBC, ttx sRe sofl profile within 100 feet of the ground aixface ia bsat repreaerrted by Son Proffle Type So (Stitf Soil). The atiff and dente aoils rovealed at shallow depths at the site aro not suaceptible to aeiemic IfquefaGio� because of their denae naturo. CONVEIVT/ONAL fOUNDA710NS The propoaed structure can be supported on corneMionel cormnuaus and apread footings bearing on undisNrhed, stiff andlor denae, native soq. Some overoxcavatlon la 4key needsd to reach these bearing soils on the downelope portio� oi Me resid�nce. YVa rscornmend thet contlnuou� and individual spread footinga have minimum widtha of 18 and 24 inchea, reepectively. Foothga • should also be bottomed at least 18 inctroa below the lowest edjaceM finiah ground surtace. The' bcal building codes ahould be reviewed to determine H dHferent footing wklths or embedmerrt deptFu are roquirad. Footing subgrades must be deaned of loose or c5sturb�d soil prfor to pouring conaete. Dependirp upon aite and equipment eonstraints,this may require removing the dieturbed soil by hand. M albwable bearing prosaure of 2,000 pounds par squaro toot (p� ia appropriats for footings supported on competeM, na6ve sol. A on�third increase in thia design beariny preas�xe may be used when considering short-term wind or aeiamic bads. Lateral loads due to wind or seismic forces mey be resisted by fidion between the foundation and the bearing sol, or by paaaive earth �re acting on Cie vertical, embedded porrti�ona of the foundation. For the tatter conditlon,the fourWation must be either poured directly apainat rolatively level, und'�aturbed soN or be aurtounded by level :;takturol 5!f. We rocommend uaing the tollawing uitimate values for the foundation'a reaiatance to labaral loadiny: coe�,c a F�tcno� o.�o Passive Earth Pressure 300 pcf WMn:P)Vd b PouM�pr eubie taot,rd(fi)pwM wM pr�rs u eomqA�d�sinp tM qWv�Md 11uW dM�ky. �