5129 CHINOOK DR 2016-01-01 MF Import

Od;n��19�5 OS:J? COt�'.J?LiJ'S _Na;,ai C FUTEii .FpiSE 0°. � � � JN 9e0S0 i T�omas Jon�f Pp�� � M�rth 14, 1YOE supported, or vawl spaces with framed floorinp :houid bo utilized. If som� settl�ment of th� parape slabe can be tolerated, prope�ty ninforced parap� tlabc can ba conatiuct�d aa el�bs-on• , pr�d� placed over a minlmum of 1 toot of import�d, pravelly sand atn,ctural flll. Otnerwiso, th�e• � sl�bs ahould be etn,cturally supported by the pilinp. B�sod on cur te6t ptt infortnatlon, the iesidenc� to D� con�truet�C on Lol 13 could !aaiibly be supported by conventional foundations bearinp on the medium-dense, nativ�, silty sand. Depending on the finai footing pradss, some ovorexavation benea'h the footing� could be required to exposa competent, netive soll. It �s our opinion that th� topc�raphy and dapth ot fill an , this tot would m�ke a home with a dayl!pht besement weli•sulted tor thii lot. I Geotech Consuitante, Inc. should be allowed to reviaw tha fin�l development plans to v�riy th�t the recommerdations preaented in this raport are adequtlely �ddressed in tha deeipn. Such a plan ;eviaw would be saditional woAc beyontl th� cuRent Ycope oi worlc for thia study, and it may include revisions to our recommendaGons to accommodate sit�, davelopment, and peotechnical iconstra�nts Ihat betome more evident dunnp th�revlew proc.��. i Ddtl� C�onc�t� Pl�n Dnlled, conerete•filled piers may be ue�d to support the rA�ldenees on Lot� 10, 11, and 12. Busd on our test holes, �t appears that the pian Can be conswcted Dy opan hole methads, but cavinp soil may be ancountered fn the iooss fill. These piers should b� drilled wifh conv�ntional aup�r tlnils, bul the driEl�np conVector shoulQ heve accu�s to cesinp, In ca�a slouphinq oCcur�. ConCnt� ahould not be atlowed to irea-tall to th� bottom ot a hols; It ahould bs elther pumpod or U�mi�d I fnto trie hoie. If waler is in a holo at the tlme of pourinp, th� concrata should be Vemied lo tha I bottom of the hole. A witle vanety ot depths and pier diameters ara possiple, but we recommand usinp a minimum pler d�ameter of 16 inches. For a minimum ambrdment of 10 faet Into the dense, naGve sand and �ilt and a pior d�ometer of 16 inches, we recommend assum�np an aliowebie compreasiv� capaclty ot 30 tons per pier. Based on our subsurface intormaUon, wa estlm�te that pier lenpt�s of �bout 25 to 30 foet will be requirod to achieve adequate penatnUon Into the be�Anp aeil. CenNr-tacent�r � piar spacinp should be no Isss than thne Ume� Ne pler dl�m�t�r. We ectimate that the totat setUarnent ot sinqi� piers installed as descrlbed abova wlll be on N� order of one•halF inch. Mosl of this s�ttlement shoutd occur durinp lhe constn,ction phai� a� the dead loads are eppl�ed The remaininp pos;-conatrucUon seNl�ment v�ould be resliz�d �� th� livl- � loads are applied. We estimate th�t Citterential �atUements over any porUon ot ttie ttructun� i should be less than about one-quarter Ineh. The lateral ;apadty of a plar is a function of both the soil that aurrounds the pisr �nd fh� composition of tha pier itself. We recommend dosipring each pler to canUlev�r 'or th� upper 10 feet, with ar equlvalent fluid pres:ure of 200 pounds per cubic foot (pefj actinq over two times th• pier dlemeier wi;hin tha canlilever pallon. For the ralnforcament d�sipn ena the computatlon of altowable latorat pier loads, Ihe soil adjacent to a drilled pier balow th� rantii�vr portion can bs ascumed co nave a passive eartn pressuro equai to thet presauro exert�C by a Iluid w�►h a tlen�lry ot 350 pct acting on two �imes the pier diemetec We recommend rein/orUnq eaeh pl�r its enUro � lenpth. IacorccH covsui.r�,v'rs.Uc