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17 of 26 <br /> A PROJECT NO. SHEET NO. <br /> / ' l <br /> S210728-5XR <br /> ��� PROJECT 3324 TULALIP AVE,EVERETT, WA 98201 <br /> LONGITUDE SUBJECT Foundation Stabilization/Jacking <br /> ONE TWENTY° <br /> ENGINEERING&DESIGN BY FY DATE 08/31/2021 <br /> LOAD ANALYSIS:IBC 2018- Typical & Concentric Helical Piles: <br /> 1-STORY BUILDING <br /> Max Wall Spacing=T-0"Max Beam Span= 7.00ft <br /> *Typical @ Perimeter <br /> Roof LL(snow ground):25 psf Story It Trib DI. LL RL SL EQ <br /> Floor LL:40 psf Roof 1 20.0 ft 300 plf 0 plf 400 plf 500 plf 0 plf <br /> Floor/Roof DL:15 psf Floor 1 10.0 ft 150 plf 400 plf 0 plf 0 plf 0 plf <br /> Wall DL:12 psf <br /> Stemwall DL:100 psf*8"stemwall Wd Wall Ht 1 10.o ft 120 plf 0 plf 0 plf 0 plf <br /> ncrete Wall Ht 1 2.5ft 250 plf 0 plf 0 plf 0 plf 0 plf <br /> Typical&Concentric Helical Piles: Total 820 plf 400 plf 400 plf 500 plf 0 plf <br /> Roof Trib: 0.5*40'span=20' <br /> Floor Trib:0.5*20'span*1 story=10' Total x Span w/SW 5.7 k 2.8 k 2.8 k 3.5 k 0.0 k <br /> Typical FIT.Ht:10'*1 story=10' Total x Span w/o SW 4.0 k 2.8 k 2.8 k 3.5 k 0.0 k <br /> Concrete Ht=2'-6" *conserv.assumed for Unfactored Uniform Load 1,720 plf 1,470 plf <br /> load calculations <br /> Unfactored Point Load 12.0 k 10.3 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 />