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14 of 26 <br /> A PROJECT NO. SHEET NO. <br /> L,�� S210827-2XR <br /> � <br /> PROJECT 5420 GLENWOOD AVE, EVERETT WA 98203 <br /> LONGITUDE SUBJECT Foundation Stabilization/Jacking <br /> ONE TWENTY° <br /> ENGINEERING&DESIGN BY FY DATE 08/31/2021 <br /> LOAD ANALYSIS:IBC 2018- <br /> 2-STORY BUILDING Typical Helical Pile: 6'-0" Max <br /> Max Wall Spacing=6'-0"Max Beam Span= 6.00 ft <br /> *Typical @ Perimeter <br /> Roof LL(snow ground):25 psf Story It Trib DI LL RI SL EQ <br /> Floor LL:40 psf Roof 1 15.0ft 225 Of 0 plf 300 plf 375 plf 0 plf <br /> Floor/Roof DL:15 psf Floor 2 10.0 ft: 300 plf 800 plf 0 plf 0 plf 0 plf <br /> Wall DL:12 psf <br /> Stemwall DL:100 psf*8"stemwall Wd Wall Ht 2 10.0 ft 240 plf 0 plf 0 plf 0 plf <br /> Cone Wall Ht 1 2.5 ft 250 Of 0 plf 0 plf 0 plf D plf <br /> Typical Helical Pile: Total 1015 plf 800 pif 300 plf 375 plf 0 plf <br /> Roof Trib: 0.5*30'span=15' <br /> Floor Trib:0.5*20'span*2 story=20' Total x Span w/SW 6.1 k 4.8 k 1.8 k 2.3 k 0.0 k <br /> Typical Fir Ht:10'*2 story=20' Total x Span w/o SW 4.6 k 4.8 k 1.8 k 2.3 k 0.0 k <br /> Concrete Ht=2'-6" "Conserv.assumed for <br /> load calculations Unfactored Uniform Load 2,190 plf 1,940 plf <br /> Unfactored Point Load 13.1 k 11.6 k <br /> w/SW w/o SW <br /> Notes: <br /> 1. Both uniform and point loads analyzed in the following concrete beam analysis.Uniform loads are assumed to be standard due to load distribution <br /> from bearing walls,however,the additional point load is conservatively considered here for any major beam supports from above. <br /> 2. Maximum loading was determined by inspection of the building geometry and through conservative assumptions regarding span lengths and <br /> support wall/foundation. All concrete walls assumed full tributary span of floor and roof members. <br /> L120 ENGINEERING&DESIGN <br />