2303 OAKES AVE 2025-04-16 - Laserfiche WebLink

• 13 of 20 PROJECT NO. SHEET NO. 4 S221216-1XR 41I 2303 Oakes verett WA PROJECT Ave,t LONGITUDE SUBJECT Foundation Stabilization ONE TWENTY° ENGINEERING&DESIGN BY PAM DATE 01/03/23 LOAD ANALYSIS: IBC 2018-2-Story Building 6'SPAN Piles 1-6,11 Roof LL(snow ground):25 psf Floor LL:40psf \ / Floor/Roof DL: 15psf V Wall DL: 12psf Roof Trib=0.5*22'max span=11' L/2 ," L/2 Floor Trib=0.5*10'max span=5' Typical FIr Ht=10'x 2 stories=20' wDL=15psf*(11+5'+5')+12psf*20'=0.56 klf w =25psf*11'+40psf*(5'+5')=0.68 klf wsr ,=0.25k1f =D+L+Stem=0.56k1f+0.68k1f+0.25k1f=1.5klf 6'Span PnL=0.56k1f*6'=3.4 k 6'Span P,,=0.68k1f*6'=4.1k 2-2" 6'Span PsT,,,=0.25k1f*6'=1.5 k (18"+ 8") 6'Span Pni.ar,,.=3.4k+4.1k+1.5k=9.0k Case 1: Point Load \ Pile and connection requirements per Pile and connection requirements per contractor contractor 6'-0"Span:(Conc Only) - Pt Load=9k Refer to attached calculations for analysis. 6'-0" max - Case 2: Uniform Load 6'-0"Span:(Conc Only) NOTES: Uniform Load 1. Both uniform and point loads analyzed in the following calculations.Uniform loads are -DL=810 plf assumed to be standard due to load distribution from bearing walls,however,the additional -LL=400 plf point load is conservatively considered here for any major beam supports from above. -LL,(snow)=280 plf Refer to attached calculations for 2. Maximum loading on the grade beam was determined by inspection of the building analysis. geometry and through conservative assumptions regarding span lengths and support wall/foundation. All concrete walls assumed full tributary span of floor and roof members. Conclusion: Based on the loading and geometry of the structure we conclude that the foundation may be stabilized through the use of piles and 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 L120 ENGINEERING&DESIGN