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21 of 40 <br /> PROJECT NO. SHEET NO. <br /> S200803-3 <br /> PROJECT 2126 Rucker Ave, Everett, WA 98201 <br /> LONGITUDE SUBJECT Foundation Stabilization/Jacking <br /> ONE TWENTY° <br /> ENGINEERING&DESIGN BY ZT DATE 11/16/2020 <br /> Maximum loading on grade beam determined <br /> based on building geometry,and through <br /> conservative assumptions regarding span <br /> lengths and support walls/foundation.Basically, <br /> all concrete walls assumed full tributary span of X L/2 11/ L/2 <br /> floor members and roof members. <br /> Design code:IBC 2015 1 <br /> Roof LL(snow ground):25 psf <br /> Floor LL:40 psf <br /> Floor/Roof DL: 15 psf <br /> Wall DL: 10 psf <br /> Concrete Wall DL:100 psf <br /> Conc Wall DL: 150pcf x 240 in2=250 plf <br /> *see following pages for area calc 2'-2" (18" + 8") <br /> Helical Pile#9-13,#20-21 <br /> Roof Trib =2'trib+2'overhand=4' <br /> Floor Trib=0.5*20'=10' <br /> Typical Fir Ht=20' <br /> Helical Pile#1-8,Concentric Pile#1-4 <br /> Roof Trib =0.5*31'= 15.5' <br /> Floor Trib=0.5*20'=10' <br /> Typical Fir Ht=20' \ Pile and connection requirements per Pile and connection requirements per 1 <br /> YP contractor contractor <br /> Concrete Wall Ht=8' <br /> Helical Pile#14-19 <br /> Roof Trib =0.5*31'=15.5' <br /> Floor Trib=0.5*20'=10' <br /> Deck Trib=0.5*14'=7' <br /> Typical Fir Ht=20' / 6'-0" MAX <br /> Helical wl Pile Cap#1-3 <br /> Deck Trib=0.5*14'=7' <br /> Helical Pile #9-13, Helical Pile #1-8 Helical w/ Pile Cap #1-3 Helical Pile #14-19 <br /> #20-21 Concentric Pile #1-4 Case 1:Point Load(15'Span) Case 1:Point Load(6'Span) <br /> Case 1: Point Load(6'Span) Case 1:Point Load(6'Span) Reaction=1225 plf* 15'=18.4 k Reaction=3695 plf*6'=22.2 k <br /> Reaction=2010 plf*6'=12.1 k Reaction=3270*6'=19.7 k Reaction w/SW=3945 plf*6'=23.7 k <br /> Reaction w/SW=2260 plf*6'=13.6 k Case 2: Uniform Load <br /> Case 2:Uniform Load Case 2: Uniform Load <br /> -DL=15*7*2=210 plf <br /> Case 2:Uniform Load <br /> DL= -LL=60*7*2=840 plf -DL=200+15*(15.5+3*10+2*7) <br /> -DL=200+15*(4+3*10)=710 plf 200+800+15*(15.5+3*10)=1682.5 plf - <br /> SL(snow)=25*7=175 plf = 1092.5 plf <br /> -LL=40*10*3=1200 plf -LL=40*10*3=1200 plf -LL=40*10*3+60*7*2=2040 plf <br /> SL(snow)=25*4=100 plf SL(snow)=25*15.5=387.5 plf Total load DL+LL+SL=1225 plf -SL(snow)=25*(15.5+7)=562.5 plf <br /> Total load=DL+LL+SL=2010 plf Total load=DL+LL+SL=3270 plf Refer to attached calculations for Total load=DL+LL+SL=3695 plf <br /> Total load w/SW=2010+350=2260 plf analysis. Total load w/SW=3945 plf <br /> Refer to attached calculations for <br /> Refer to attached calculations for analysis. Refer to attached calculations for <br /> analysis. <br /> analysis. <br /> Conclusion: <br /> Based on the loading and geometry of the structure we conclude that the foundation may be stabilized through the use of piles and <br /> connections per R&R. These are to be attached to the stem-wall(grade-beam)at an on-center(o.c.)spacing no greater than 6'-0"o.c.. <br /> L120 ENGINEERING&DESIGN <br />