2005-P08673 - new house - Laserfiche WebLink

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DEC-1'S-2004 09 :56 AM H. M. BOWER 828 724 4643 P. 07 ��S LAICCVICW TdttlOp,O[Oa0 N�� ,� � involve SBS penetration testing and possibly consolidation testing. Most likely, the design of footings would be controlled by settloment potential. It is not�ecommended to install this type of foundation"blind"if the installation holes are not successfuily de�vvatered. It may be possible to construct th�cesidence on a type nfpiting foundation_ Driven piling � may be an option despite the f.ully developed nature of sunroundings. Noise, vibratians, etc associated with install�tidn tn�y be somcwhat mitigated by the larger than usual distance to neighboring residences. Yet,there would be fihe possibility of damage claims. The �atential contra�tc�r far this type of work usuatly make4 a preliminary assessment ia this reg�rd and, if the project proceeds, monitors nearby residenccs for damage and takes responsibility .for any that dces occur, Iiowever,as an alternative ta this potential far damage,anchnr piling may be considered, Anchor piling are a sort of"corkscrew" type of anchor that a�e adapted in a compression (rather thatt t�nsion, as w�s their original development purpose) sitvation such as this. inatali�tion is relatively quiet and without vibration and penetratian impacts. But, is rather � �ostly, morc than thafi of driven piling. If eitk�er type of�iling foundation is considered,log,4 of sail borings accomplished to date should be shown to patential cantractors. It is possible that an addition�l boring or two,again an SBS penetration method, to furrher determine soundness of deeper bgse soil would be ntecessary. Similar to the above situation far cc�lumns and pads, this foundation �ltemative would require grade be�ms and the services of a structural engineer. 5• ��lacement: . Fill material, as required for structural purposes, shauld bc mineral soil, free of debris, � b�ulders and organic macerial, of such suitable moistuze cantez�t that it can be readily compacted to speeifed levels. Fill should t�e plaeed and compacted in a manner that will aliow complete compaetion of the total fill layer to 95% af St�nd�rd M�ximwn Density according to ASTM D 698. Frozen xnaterial shauld n�t be used. in ��l construction, nor should any part of the completed fill b�allowed ta fi�ee�e. A snil compaetion test shoul� be canducted far every two feet of fitl in appropriate segments of the area. Top of fill should extend at least one fvot horizontally beyond the stivct�ue pad or footing limits. The �ll surface m�y then extend downward and outw�rd an a 1:t slope to competent soil. It is upon this bas�s that required aversizing should be computed. 6. jpg�tion.and Testins: Th� Client should retain a geatechnical engineering firm to inspect excavations, make field jucigments as to subsoil adeyuacy, and to carry out a program of field and laboratory testing of engineered fill and possibly other materials. This �irm should bear fuli responsibility for knowledge of contents of this report and for proper intetpretati�n and . correlation of data. 7. Final Site'�Q,p��r�,phy: . Final s�il surfaces shauld be graded to provide adequate drainage from structures and hard surfaces so th�t as little water as possibl� infiltrat�es into soils adja�cent to the structure. There should b�immediate�nd adequate turf establishment to pr�vent erosion.