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rm <br />SHTTTLER CONSULTING ENGINEERS <br />Structural Engineers <br />1300 - 114th Ave SE Suite 250 <br />Bellevue, Washinggton 98004 <br />(206)450-4075 FAX(206)450-4076 <br />COMBINED FOOTING DESIGN <br />--- DESIGN DATA <br />Al lovable Soil Pressure- 2500.0 psf <br />Short Term factor 1.33 <br />Salami: Zone 3 <br />Live Locd Acts With Short Term <br />Vc i Concrete 2500 pal <br />Fy: Reinforcing 60000 psi <br />Concrete Weight 150 pcf <br />Overburden peed Wt. 0.0 psi <br />Min. As % 0.0014 <br />Cot Wan Site... R1• 7.51n 12• 7.51n <br />...Base Height /1• O.Oln 02• O.Oln <br />Reber CL to Soil Dist. • 3.50 In <br />APPLIED LOADS <br />At Col 01: Axial Sheer Moment <br />Deed • 19.00 k 0.0 k 0.0 k-ft <br />Live • 0.00 k 0.0 k 0.0 k-ft <br />Shrt Tnm•-14.00 k 0.0 k 0.0 k-ft <br />At Cot 02: Aslal Sheer Moment <br />Deed 0.0 k 0.0 k 0.0 k-ft <br />Live 0.0 k 0.0 k 0.0 k-ft <br />Shrt 7 m- 14.00 k 0.0 k O.O k-ft <br />DIMENSIONS - <br />Ftg Dist left of Cot R1• 1.00 ft <br />Distance Between Coluns 3.00 it <br />fig Dist right of Col 02 6.00 it <br />Total rooting Length 10.00 it <br />Footing Width • 5.00 ft <br />Footing Thickness 25.00 In <br />Date: 12/03/96 <br />SUMMARY -- <br />Service Allow <br />Left S.P.: Static D•L 1645.8 psi 2500.0 psf <br />Short D•L•9� 1100.5 psf 3325.0 psf <br />Right S.P.: Static D•L • 0.0 psi 2500.0 psf <br />Short DIL•! 284.5 psf 3325.0 pof <br />Pape: S-10 <br />ACI <br />Factored <br />9.1 • <br />2304.2 psf <br />9.2 • <br />1540.7 psf <br />9.3 • <br />990.4 psi <br />9.1 • <br />0.0 pef <br />9.2 • <br />398.3 psi <br />9-3 • <br />256.0 psi <br />Resultant Ecc.: Static -2.19 it Stability <br />Short Term -0.90 it Ratio 2.64 t1 <br />......Cot 01...... ...Between... ......Cot #2....... <br />Ru/Phi As Ru/Phi As Ru/Phi As <br />Using Mu from ACI 9-k 1.0 psi 0.42 in'2/fi.4 psi -0.42 in 2/f4.4 psi -0.42 in'2/ft <br />ACI 9-X 0.6 psi 0.42 In'2/fd:.7 pal 0.42 in'2/00 psi 0.1.2 In'2/ft <br />ACI 9-3- 0.4 psi 0.42 In'2/f3.2 psi 0.42 in'2/114L.4 psi 0.42 in'2/ft <br />As(in'2/ft/ft of width), negative --> As 0 top of footing <br />MOMENT A SHEAR FORCE SUMMARY <br />ACI 9-1 ACI 9-2 ACI 9.3 <br />Mu O colon s 1 <br />0.43 <br />k-ft <br />0.25 k-ft <br />0.16 k-ft <br />Mu btwn columns <br />-3.89 <br />k-ft <br />2.78 k-ft <br />1.35 k-ft <br />Mu a Cot" R 2 <br />-3.92 <br />k-ft <br />2.87 k-ft <br />I k-ft <br />One -Way Shears.... <br />Allow.: Vn•2(f-c'.5) • <br />100.00 <br />psi <br />100.00 psi <br />100.00 Psi <br />Actual : Vu / .85... <br />Left of Cot un st • <br />0.00 <br />psi <br />0.00 psi <br />0.00 psi <br />Between Cotuns <br />0.00 <br />psi <br />0.00 psi <br />0.DO pal <br />Right of Column 02 • <br />4.44 <br />psi <br />3.26 psi <br />2.D9 psi <br />Two -Way Shears.... <br />Allow.: Vn•4(f-c'.5) • <br />200.00 <br />psi <br />200.00 pal <br />200.00 psi <br />Actual W Cot" 11 • <br />6.24 <br />psi <br />0.61 psi <br />2.01 pal <br />Artual 9 Col urmt R2 • <br />0.77 <br />psi <br />B.03 psi <br />8.46 pal <br />Pdl • 19.013s1 • 14.00 <br />Pfl • -149D <br />nt nt <br />S.P. • 0.0 p3 <br />WW <br />S.P. • 1645. p3 <br />V4.40 (c) 1v51-96 ENERCALC <br />SHUTLER CONSVLTIN1 ENGINEERS, KW-0603465L-A <br />