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CZZA Proposed Irc�manuel Lutheran Church Addidon <br /> m. q 1•1788-3 <br /> ( ��.�= February 23, 2005 <br /> � � Page 8 <br /> � Yreparnrion seclion of this report. The condition of alf subgrades should be verified by thc <br /> Geoteclinical Engineer bef'ore fill placement or eartliwork grading begins. Earthwork <br /> � monitoring and licld density testing should bc performed during b�ading to provide a basis <br /> for opinions concerning thc degrce of soil compaction attained. <br /> � 6.3 Shallow �oundalions <br /> In our opinion, convcntional sprcad (ootings are suitable for support of the proposed church <br /> addition, provided thc fallowing rccommenuations are incorporated into the final footing <br /> � dcsign �md construction: <br /> � Bemin�Subgradc: Duc to thc pres;;nce of soft ciay underlying tlic prnposcd structure, all <br /> i'ootings should bc foundcd on a minimum of onc foot thicl: laycr of st�vctaral fill, placed in <br /> . accordance with the ,Site Prepuratron and Sn•uctm�nl Fi// and Compncrion secti�,r.., . e tliis <br /> � report. At locations whcre footings arc located above pre-existing wall Uack i!' ,; � � old <br /> � till, the full dcpth oC old fill should bc removed below thc footings ,nd ;�: � :�. witU <br /> structural till. Thc structural fill limits supporting thc foundations shou[�l i : wiS� enough to <br /> � contain a l H:I V slope extending from one foot outside each cdgc of thc tooting or structur.il <br /> cicmcnt down to thc bottom of tlie structr.ral (ill zone. All subgrnJe materials should I-r <br /> compactcd to at Icast 95 percent oP the P�Sodificd Proc!or maximum laboratory density. ;i, <br /> detennined by AST�4 D-1557-91 compaction method. <br /> Subt;rade Vcrilication: Thc foundatio. subgradc should bc ouscrvc�� und probed in thc field <br /> Uy ilie Gcotechnical Gnginecr prior to placement of any forniw�,e. reinforcement stecl, <br /> structural till, or concrde. All footing subgrades should be founded in those soils describcd <br /> in the 13earing Subgrnde scctian oP this report. Undcr no circum,t;•;ces shoiild footings Uc <br /> enst atop loose/sott soil, slough, debris, artificial till, or surf;ices covered by standing water. <br /> Any soft or loose soil pockets cncountercd in thc lonting suUgrade should Uc ovcrexcavated <br /> and replaccd �cith Ica•rmis concrctc (l00 psi min. 28-d.ry u�mpressivc strcngth) or propcdy <br /> � wmpacted fill. Thc o� �xcavatiou should cxtend laterall} away from die base c,f thc <br /> overexcavation a distanec cyual to Us depth of the overexca��ation. <br /> � Bearin❑ Prcssums: Continuous or column footings bcarir�r� directly on thosc soi:s <br /> ' recommended in the Renring SuGgrncfe scction of this repon may Ue designed tot a <br /> maximum allowablc, nct, bearing pressure of 2,�00 psL A one-third increase of the bearing <br /> � <br /> pressurc ma}�bu uscd ibr .iori-tcrni dynamic loads such as ��ind and scismic forces. <br /> Shallnw ['ootin�Deptli and Widtli: i'or frust and crosi.+�� x�r,�sc�:�,���. thc bottoms of all <br /> � extcrior footings sltould bear at Icast 18 inclies below aJj��cc�A:l :��..•�'� �: grade, whercas the <br /> bottoms of interior ibotings necd Ucar only 12 inctics Uel �.• ��!��. . c;c�unding slab surface <br /> Icvcl. To minimire �wst-conslruction sctdements, continuc��: i� and isolated (colunui) <br /> � footings should he at Icust 1R and 2d inches widc, respectively. :All tcotings must bc <br /> �;rotcctcd .��ainst ���cathcr d:mwg: both during and aftcr construction. <br /> ' 1-2u.��. o�z:u; <br /> � <br />