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-' SIIUTLER JOB „t 1 6L)JW <br /> _IIII-CONSULTING S__ENGINEERS,INC. SHEET No. V�'1fir <br /> 12503 Bel-Red Road,Suite 100 CALCULATED BY CA <br /> Bellevue,WA 98005 DATE NADS E 4 <br /> (425)450-4075*Fax(425)450-4076 <br /> SCALE <br /> Braced Frame Footing (South Brace) <br /> Footing shears and moments for lateral load applied towards right. <br /> SDs Redundancy, p <br /> Working stess loads <br /> Overturning Moment Kip-ft Footing Size <br /> DL Load on left column _Kips Extension Left Feet <br /> DL Load on right column Kips Distance between Columns Feet <br /> Snow load on left column 0' .,,°. Kips Extension Right . Feet <br /> Snow load on right column ,Kips Total Length 76.00 Feet <br /> LL Load of left column u° r. <br /> Kips Width , -1 Feet <br /> LL Load of right column Kips Depth Inches <br /> Allowable soil bearing pressure N_ ,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 '0 inches <br /> Soil thickness N . Inches <br /> Concrete strength rF psi Soil density „a PCF <br /> Steel strength E�, psi Slab weight 45.60 Kips <br /> Soil Weight 66.88 Kips <br /> Soil bearing OK <br /> Soil Bearing Resisting Moment <br /> ;D load cases for soil bearing pressure Left Right <br /> I D + L 786 psf 715 psf 17,609 Kip-ft <br /> II D + S 1,061 psf 927 psf 23,485 Kip-ft <br /> III D + .75L+ .75(Lr or S or R) 992 psf 874 psf 22,016 Kip-ft <br /> IV (1 + 0.1SDS)D+ .525pQ0+.75L+ .75S 576 psf 1,416 psf 23,488 Kip-ft <br /> V (1 + 0.14SDs)D + 0.7pQE 235 psf 1,442 psf 19,670 Kip-ft <br /> Vl (0.6-0.14SD8)D + 0.7pQE 0 psf 1139 psf 8,504 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) 1,081 psf 964 psf 81.02 kips 1,071.24 k-ft <br /> II 1.2D + 1.6(Lr or S or R) + 1.0L 1,384 psf 1,196 psf 147.86 kips 1,967.24 k-ft <br /> III (1.2+0.2SD5)D+1.0pQE+1.0L+0.2S 211 psf 1939 psf 127,39 kips 997.92 k-ft <br /> IV (0.9-0.2SDS)D + 1.OPQE 0 psf 1597 psf 84.43 kips 293.47 k-ft <br /> ximum Lilt Shear 147.86 Kips d = 27.50 in. <br /> lviaximum Lilt Moment 1967.24 Kip-ft. <br /> Phi*Vc= 234.28 Kips O.K. <br /> AS= 17.00 in2 <br /> Min AS= 8.80 in2/ft. (200/Fy* b *d) file:JJS FrameFtg 7-3-17.xls <br />