5121 CHINOOK DR 2016-01-01 MF Import

Thomes Jones JN 90050 Merch 14, 1998 P�Gs� supported, or crawl spaces with fremed floorinQ should be uUlized. If aome asttlement of fhs garege slabs can be toterated, property reintorc.ed parape slabs can be conatruded aa slabs-0n- yrade placad over a minimum ot 1 foot of imported, yravelly sand strudural 811. Othervvise, the� slabe ahould be ahucturally supported by the pilinp. • Based on our test pit fniortnatlon, the realdence to be consUudod on Lot 13 could fseaibly be supported by conventfonet foundadons bearinp on the medium-dense, native, sitty sand. Depending on the final footlng prades, some overexcavatlon beneath the fooUnys could be required to expose competent, netive aoil. It fa our opinfon that the topoyraphy and depth ot flIi on this lot would make a home with a daylight basement well-sufted tor thla lot Geotech Consultanta, Inc. ahould be allowed to review fhe flnal development plans to veriy that the recommendaUons preaented in thfa ropaR aro adequately addroaaed in the deaipn. Such e plan review would be addidonal work beyond the current acops ot wortc for thia atudy, and (t m�y include revisions to our recommendatlona to accommodate stte, devMopment, and yeotechnical constrafnts that becoma more evident durinp the revfew procsaa. pAll�d ConcroM Piers Drilled, concrete-fllled piers mey be used to support the residences on Lob 10, 11, and 12. Beted on our test holas, it appears that the pien can be conatructed by open hole methods, but cavinp soil may be encountered fn the tooae flll. Thesa piers should be ddlled with conventlonal auper drills, but the drilling conVactor should have accsas to casinp, in cass elouphinp oxun. Concnb should not be allowed to tree-tail to the bottom of a hole; it ahould bs eNhsr pumped or tromied into the hole. If water is in a hole at the tlme of pouriny, fhe concrete ahould be tromied to the bottom of the hole. A wide variety ot depths and pier diametero are poasible, but we rocommend uainy a min(mum pler diameter of 18 Inchea. For a minimum embedment of 10 feet into ths denae, nativs �and and �iit and a pier diemeter of 18 inches, we recommend asauminp an ailoweble comproasfw capedry of 30 tons per pier. Based on our subaurfacs intortnatlon, ws satlmate that pler lenpfhs of about 25 to 30 }eet wfll be roquired to achieve adequste penefraUon into Me beariny sotl. Center-ta c�r� pier spacinp should be no leaa than throe tlmes ths pMr diameter. We estimate that the totel aelUement of ainple piers Instalted as deaaibed above will bs on th� order of one-half inch. Most oi this aotUement ehould occur durinp the conatructlon phase as the dead loads are applied. The remeininy poat-conatructlon eettlement would be roalized as the Iiv�- loads are appiled. We esUmate that differentlal settlementa over any poNon of the atructurs� should be less than about one-quaRer inch. The lateral capacity of a pler is a func8on of both the soil fhat aurrounda the pier and ths composiUon of the pier itself. We recommend designiny eech pier to cantllever for fhs upper 10 feet, with an equivalent fluid preasure of 200 pounda per abic foot(pc� actlny over lrvo tlm�a th� pier diameter wfthin the cantllevar poNon. For ths rolnforcement dsaipn end ths computatlon ot allowabie lateral pier Ioads, the soii adJacent to a d�illed pier below the cantilever portion can be assumed to have a passive earth pressure equal to that pressuro exerted by a fluid witl� a den:iry of 350 pcf acting on two times the p(er diameter, We recommend reinforcing each pier fts entlro length. oeorecx rnxsu�.r,vm,wc