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MOM MIMI SHUTLER Job 03 AI, +,I fruo - <br /> _i-CONSULTING <br /> -__ENGINEERS,INC. SHEET No. L�Gc l <br /> 12503 Bel-Red Road,Suite 100 CALCULATED BY <br /> Bellevue,WA 98005 DATE V0 y'Uri-1'<(-1, <br /> (425)450-4075*Fax(425)450-4076 <br /> SCALE <br /> Braced Frame Footing (South Brace Opp) <br /> I <br /> Footing shears and moments for lateral load applied towards right. <br /> SDS Redundancy, p <br /> i:�„= <br /> Working stess loads <br /> Overturning Moment ;i Kip-ft Footing Size <br /> DL Load on left column - l Kips Extension Left 44 Feet <br /> DL Load on right column m ', Kips Distance between Columns Feet <br /> Snow load on left column z x Kips Extension Right e-Po Feet <br /> Snow load on right column KANCIA. Kips Total Length 76.00 Feet <br /> LL Load of left column y �1&Kips Width 1 Feet <br /> LL Load of right column Y 0 f Kips Depth Inches <br /> Allowable soil bearing pressure � k ' <br /> , ,r o: psf Footing Weight 243.20 Kips <br /> Reduce overturning moment by 25% <br /> per ASCE7-10, Section 12.13.4 YES Overburden <br /> Design overturning moment 4,950.00 Kip-ft Slab thickness r Inches <br /> Soil thickness : `Inches <br /> Concrete strength ;sue' psi Soil density `, T�-PCF <br /> Steel strength R., -4 psi Slab weight 45.60 Kips <br /> Soil Weight 66.88 Kips <br /> Soil bearing OK <br /> Soil Bearing Resisting Moment <br /> „6D load cases for soil bearing pressure Left Right <br /> I D + L 715 psf 786 psf 17,069 Kip-ft <br /> II D+ S 927 psf 1,061 psf 22,447 Kip-ft <br /> III D+ .75L + .75(Lr or S or R) 874 psf 992 psf 21,103 Kip-ft <br /> IV (1 +0.1 SDs)D + .525pQE+.75L+ .75S 452 psf 1,540 psf 22,530 Kip-ft ' <br /> V (1 + 0.14SDs)D +0.7pQE 156 psf 1,520 psf 19,066 Kip-ft r <br /> VI (0.6 -0.14SDs)D + 0.7pQE 0 psf 1229 psf 8,243 Kip-ft <br /> Soil Bearing <br /> LRFD load cases for footing design Left Right Max Shear Max Moment <br /> I 1.2D + 1.6L + 0.5(Lr or S or R) 964 psf 1,081 psf 81.02 kips 1,071.24 k-ft <br /> II 1.2D + 1.6(Lr or S or R) + 1.0L 1,196 psf 1,384 psf 147.86 kips 1,967.24 k-ft <br /> Ili (1.2+0.2SDs)D+1.0pQE+1.0L+0.2S 102 psf 2047 psf 135.13 kips 1,015.60 k-ft <br /> IV (0.9-0.2SDs)D + 1.0PQE 0 psf 1714 psf 84.77 kips 361.59 k-ft <br /> NO(1\tip ON 01kO <br /> .ximum Ult Shear 147.86 Kips d = 27.50 in. 1 <br /> Maximum Ult Moment 1967.24 Kip-ft. <br /> Phi *V,= 234.28 Kips O.K. I <br /> A, = 17.00 in2 Ij <br /> Min AS= 8.80 in2/ft. (200/Fy* b*d) file:JJS FrameFtg 7 3 17.xls <br /> R <br /> 1 <br />