2507 HOWARD AVE 2016-01-01 MF Import

Geotechnical Lngiiicering Itepnrt Flousing Hope December 5, 2004 RMI File No. 2170d Page 10 feasible. All cornpaction should be accomplished by equipmcn[ of a gP'% �°� size suf(icient to uttain Ihe desircd degree of cumpnction. Foundutions Concentional shallow sprcad fi�undations shuuld be placed on undisturbed medium dense �r better native soils or be support�d on strucWral fill or rock spnlls extending to diose soils. Where less dense soils are encountered �t footing bearing elevar,on, die s�bgrade should be overexcavated to espose suitable bcaring soil. The overcxcavntion may be filled with structural fill, or the fouting may be estended down to the bcaring native soils. If footings are supported on structural fill, Ihe fill zonc s-hould extend outside dic rJges uf the footing a distance equal to the depth of overcxcavation below the footing. Pootings, including interior footings, s�iould estend at least I S inches belo�v thc lowes! adjacent fiuished ground surface for fros[ protection and/or bearing capacity considera[ions. Minimum foundation widths of 18 and 24 inches are recommended for continuous and isolated spread f'ootings, respectively. Standing wuter should not be nllowed to accumulate in footing trenches. All loose or disturbed soil slwuld bc removed from the fou��datiun e�cava[ion prior to placing concrctc. Cor fuund;itions constructed as oudined above. «c rccommend an allowablc design bearing pressure of no[ more than 2,000 pounds per square foot (ps� be used for the footing design for ibotings founded on the medium dense or betler adl�ance ouhvash soils. The foundation bearing soil should be evaluated by a representativc of our firm. We should be consulted if higher bearing pressures are necded. Current Intema[ional I3uilding Code ([BC) guid�lines shou�d be used when considerine increased allow,ible bearing pressure for short-term transitory wind or scismic loads. Potential fuundation settlemen[ using the recommended allowable bearing pressure is estimated ro be less dian I inch total and 1/2 inch differen[ial behveen adjacent fi�otings or across a distance of about 25 feet,bused on our e�perience with similar projects. Lateral loads may be resisted by frictian on the base of the footing and passive resistance against the subsurfuce portions of thc foundation. A coefficient of friction of 035 may be used tu c alculate the base friction and should be applied to the vertical dead load only. Passive resistancc F2MI ASSOCIA�ES, LTD.