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18 of 34 <br /> PROJECT NO. SHEET NO. <br /> S210203-1XR <br /> PROJECT 2006 Oakes Ave, Everett, WA 98201 <br /> LONGITUDE SUBJECT Foundation Stabilization/Jacking <br /> ONE TWENTY ZT DATE 5/10/2021 <br /> ENGINEERING&DESIGN BY <br /> Maximum loading on grade beam determined <br /> based on building geometry,and through `WI, <br /> conservative assumptions regarding span <br /> lengths and support walls/foundation.Basically, <br /> all concrete walls assumed full tributary span of L/2 L/2 <br /> floor members and roof members. <br /> Design code:IBC 2018 I 1 11 1 l l l 1 1 <br /> Roof LL(snow ground):25 psf I. <br /> Floor LL:40 psf <br /> Floor/Roof DL:15 psf <br /> Wall DL:12 psf <br /> Conc Wall DL:150pcf x 240 in2=250 plf <br /> *see following pages for area calc <br /> Concentric c Pile 61=13' Trib) <br /> Roof Trib =0.5*26'=13' <br /> 1st Floor Trib=0.5*12'=6' <br /> 2nd Floor Trib=0.5*20'=10' <br /> Typical Fir Ht=20' <br /> Helical Pile#1 (12'-0"Span) <br /> Roof Trib=5' <br /> Floor Trib=5' — <br /> Pile#249(6'-0"Span) Pile and connection requirements per Pile and connection requirements per <br /> Roof Trib =0.5*26'=13' contractor contractor <br /> Floor Trib=0.5*20'=10' <br /> Typical Fir Ht=20' <br /> Pile#10-#13(8'-0"Span) <br /> Roof Trib =0.5*12'=6' <br /> Floor Trib=0.5*12'=6' 6'0"MAX <br /> Typical Fir Ht=10' OR <br /> 8'-0"MAX <br /> Helical Pile #1 Helical Pile #2-#9 Helical Pile #10-#13 <br /> -DL=15*(5+5)=150 plf Case 1:Point Load(6'Span) Case 1:Point Load(8'Span) <br /> -LL=40*5=200plf <br /> -SL(snow)=25*5=125 plf Pile Reaction=1860 plf*6'=11.2 k Pile Reaction=690 plf*8'=5.6 k <br /> Total load w/SW=475+250=725 plf Pile Reaction w/SW=2110 plf*6'=12.7 k Pile Reaction w/SW=940 plf*8'=7.6 k <br /> Pile Reaction w/SW=725 plf*12'=8.7 k Case 2:Uniform Load Case 2:Uniform Load <br /> Concentric Pile#1 <br /> -DL=12*20+15*(13+2*10)=735 plf -DL=12*10+15*(6+6)=300 plf <br /> Case 1:Point Load(13'Trib) -LL=40*10*2=800 plf -LL=40*6=240 plf <br /> -SL(snow)=25*13=325 plf -SL(snow)=25*6=150 plf <br /> Pile Reaction=1640 plf*13'=21.4 k <br /> Pile Reaction w/SW=1890 plf*13'=24.6 k Total load=Total load w/DSW=1860+250L+LL+SL= 0 DL+LL+SLplf Total load= <br /> 2110 plf Total load w/ <br /> SW=690+250=940 plf <br /> Case 2:Uniform Load <br /> Refer to attached calculations for analysis. Refer to attached calculations for analysis. <br /> -DL=12*20+15*(13+6+10)=675 plf <br /> -LL=40*(6+10)=640 plf <br /> -SL(snow)=25*13=325 plf <br /> Total load=DL+LL+SL=1640 plf <br /> Total load w/SW=1640+250=1890 plf <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 8'-0"o.c.. <br /> Note,supplemental channel to be installed at the discretion of R&R for increased performance.Calculations show that it is not required <br /> for the typical assumed undamaged foundation. <br /> L120 ENGINEERING&DESIGN <br />