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i iruntl:itioir <br /> Sprcad ti�otinL I�,w�,laliuns mav b� uscd �ur luundatiun suppurt nt thc planne�l .inzlc timul� <br /> residences when tounded on medium dcnsc,documentcd swctural fill. An allowable <br /> fi�undation buuing capacity of 2000 pounds per squaro f'oot may be uscd for dcsign of thc <br /> sprcad footings. A short tcrtn increase of one-third may be used for wind, snoH-, or seismic <br /> loads. Stcps in thc fbundatiun gradc arc ac;ceptablc provided that none of the foundations are sct <br /> to bcar adjacent to ilic stcp. A 1]i:l V load linc cxtcnding down from thc cdgc of thc foundation <br /> ntust nol daylight a cut slo�. Anticipated setllement of thc foundation when properly sct to�m <br /> on mi approvcd bcaring stratum will bc Icss th:ui 1 inch. Wc rccommend that 13a:tcmiann <br /> Gcotcchnical Consulting, pllc tx:rform a foundation soil tx�aring cvaluation prior to plucing <br /> fiwndalion concrotc. <br /> I�ionr Support <br /> Slab-on-grade concrctc (loors should tx:cast atop a prep:utid suby�ade. Thc subgradc soils <br /> should bc compacted to a minimum of 90 pereent of thc modified Pmslor maximum dry dcnsity <br /> or be firm, non-yielding native sediments. 'I'l�e (loor slab should be aut atop a capillary brcak <br /> consisting of a minim4m of 4 inchcs of pca gravcl or cican crushcd rock with less than 5 perccn' <br /> fincs Qnatcrial pa,sing thc No.200 sicvc). Thc capillary brcak will mducc thc�tcntial for <br /> moisturc tFom wicking through lhe Ooor slab. A plastic shccting vapor barricr should also bc <br /> placed ator the c:apillary break material. All concrete pineement should follow U�e guidelines <br /> sct forth by thc Amcrican Concrcic Institutc(ACI). <br /> Draina�c ConsiJcrations `� <br /> A perimctcr foundation drain should bc cstablishcd to protcct the foundation�crawlspacc fn..�� <br /> ground water inwsion. Thc Icvel af thc foimdation drain should bc sct at, or slighQy bclow, the <br /> base<if the f'ooling clevation. 'll�e draia should consist of 4 inch diumetcr, rigid, perforated, <br /> I'VC Jr.�in pipc and should be set to allow for gravity dischnrgc. 'llie drain pipc should Ix <br /> surroundcd by a minimum of G inches of pca gravel or washcd drain rock.. Roof drains should <br /> not tic into ihc footing drain but sliould bc collccled in a scparatc, tightlinc drain. 77�c drains <br /> sho�.ld be ronteJ !c discharge on a rocked splash pad at thc east side of the property whcrc � <br /> � <br /> current runoft'from the sile discharges. The rocked splash pad should be a minirt,um of 4 fect � <br /> wide by 6 fcet long by t '/� fect thick. The top of thc pad shouid be flush with the ground � <br /> surfacc and should bc constrocicd using C to 12 inch diarnctcr crushcd rock <br /> (:anclusion <br /> I�icld construction monitoring and obscrvatinn scrviccs should bc considcrcd an cxtcnsion of <br /> this initia� geotechnical evuluation,and are cssentiul to thc dctermination of compliance with the <br /> projecl drawings and specitirations. Such activities:vould include sitc cicaring and grading, <br /> subsurfacc drainagc, foundution bcaring soil evaluations, fill placcmcnt and compxtion. <br /> Our findings and recommendations pmvided in this mlx�rt were prepared in aca�rdance witl� <br /> �cenerally acccptcd principlcs of cnginecring g�rology and geotechnica� enginecring�.s practiccd <br /> in thc Puget Sound an�a at the time this re��rt was suMniued. We make no other warr:uiry, <br /> riU,�r ��pruscd or implicd. <br /> Ii( �('. ��!Ic 1•1:'h� :`Oq��, :1��cnuc NIf. Al'u�afincillr. A1'�1 9R077 (�1751 �7�-5U;�7_ � .� <br /> � �5 <br /> � <br />