11802 EVERGREEN WAY BASE FILE Geotech Report 2018-01-02 MF Import

OB/18/2005 15:27 4257478561 GEOTECH PAGE 04 , � Lucia Development, LLC JN 05233 AugUst 18, 2005 Page 3 We anticipate that groundwater could be fourd i�� wet sand lens�s above the denser silts and fracture zones in the sllt. The stretificaUon lines on the logs represent the approximatc c ,=n:t,;�;�; t��y��en soll types at the e�loration locations. The ac!ual transHion betwwen soil n�e:: ,:c;;� �c g;�dual, and subsurface conditions can vary between exploration locations. The logs provide speciFic subsurtace information only et the locations tested. If a transition in soil type occurred betweert samples in the borings, the depth of the transfUon was Interpreted. The relative densities and moisture descriptians indicated on the test pit and boring logs are interpretive descriptions hased on the conditions observed during excavatfon and driiling, respectively. The compaction of backfill was not in ihe scope oi our services, Loose soll will therefore be found in the area of the test pits. If thfs presents a problem, the backfili will need to be removed and replaced with strvctural fill during construction. • CONCLUSIONS AND R�COMMENDATIONS GEN,E2qL THIS SECTlON COM:4/N5 A SUMMARY OF OUR STUDY AND FINOlNGS FOR T}JE PURPOSES OF A GENERAL OVERVIEII' ON�Y. MORE SPECJFIC RECOMMENDATIONS ANp CONCLUSIONS ARE CONTAfNED IN THE REMAINDER OF TNIS REPORT. ANY PAR7YRELYlNG ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits and borings conductad for this study encountered fram__ 1,4 to 24 feet of loose fi0 end native sals overlying dense to very dense siRy sand and slit The loose fll ana u;�eriying orBanic soils are very compressible and are not suitable to support new bullding or floor loads. Due to the depth to bearing soils and the compressibirty of the(oose fili and native soiis, e ro ose�d bu,(�Ifi,n� loads and slab Ioad� sno��d b�L+,_.. ��f._.,y.+n,"to the dense sols by a deep foundation system� a severa op ions for deep foundations, but based on the soil conditions encountered, the proposed buiiding loads, and the amount of debris encountered in the test pits, small-diameter pipe piles eppear to be the most appropriate system. Mother option for foundation and slab support would be augerczst concrete pfers. Pipe piles ere driven with a ►arge jadchammer, but can be installed with re�atiye�y minor ground vitrations. We have provided design uiteria and recommendations tor pipe piles in a subsequent secfion of this �eport. Marry of our test pits encauntered debris In the fill soiis. Piles may be obstructed by debris in the fill sofls. Ii debris is encountered and pre��nts pile advancement, the debris will need to be removed with an excavator or the subject ple(s) reiopted. Exterior siabs-on-grade may experience noticeable differential settlemerrt relative to the pil� supported buflding. Where on-grade slabs are used, such as fo� wdlkways or patios, we recommend that the be reinforced with steet hars to reduce crac}a , This w(II not preverrt settlement, ut will reduce cracking an s a ea ge ue to differential movement. Walkways and stairs should also be dowelled into oerimeter arade beams at doorways to prevent downsets at the threshold. This reduces the potenGal for a fip hazard. It is likely that some settlement of the ground surrounding pile-supported buildings will occur over time, In urder to reduce the potential probiems associated with this,we �eCommend the following: GEOTECHCONSULTANTS, INC.