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-- SHUTLER <br /> in <br /> _--CONSULTING JO6 �AUU�� <br /> —_ ENGINEERS,INC. SHEET No. -1-1( 1 <br /> 12503 Bel-Red Road,Suite 100 CALCULATED BY(1- <br /> /� <br /> Bellevue,WA 98005 DATE 1'l t`in' <br /> (425)450-4075*Fax(425)450-4076 <br /> SCALE <br /> Braced Frame Footing(North Brace) <br /> Footing shears and moments for lateral load applied towards right. <br /> SIDSRedundancy,p <br /> Working stess loads <br /> . t <br /> Overturning Moment ,�. . � �� Kip-ft Footing Size <br /> DL Load on left column tir ,t%� ` Kips Extension Left r, Feet <br /> -- 1 Feet <br /> DL Load on right column W> a .:Kips Distance between Columns <br /> Snow load on left column . a Kips Extension Right .._._* _ '_ Feet <br /> Snow load on right column '! l-, .Kips Total Length 76.00 Feet <br /> LL Load of left column s , gr� Kips Width * 4 Feet <br /> LL Load of right column - � "�� Kips Depth „ :u •Inches <br /> Allowable soil bearing pressure z -` 4120 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 W iii'Inches <br /> Soil thickness Inches <br /> Concrete strength --"— . r3 psi Soil density t�_`- PCF <br /> Steel strength - ` psi Slab weight 45.60 Kips <br /> Soil Weight 66.88 Kips <br /> Soil bearing OK <br /> Soil Bearing Resisting Moment <br /> ,-,.oD load cases for soil bearing pressure Left Right <br /> I D+ L 776 psf 739 psf 17,643 Kip-ft <br /> II D+ S 1,036 psf 988 psf 23,574 Kip-ft <br /> In D+ .75L+ .75(L,or S or R) 971 psf 926 psf 22,091 Kip-ft <br /> IV (1 + 0.1SDs)D+ .525pQE+.75L+ .75S 554 psf 1,470 psf 23,566 Kip-ft <br /> V (1 + 0.14SDs)D+ 0.7pQE 224 psf 1,468 psf 19,708 Kip-ft <br /> VI (0.6 -0.14SDs)D + 0.7pQE 0 psf 1155 psf 8,521 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(L,or S or R) 1,061 psf 1,012 psf 82.03 kips 1,118.32 k-ft j <br /> II 1.2D + 1.6(L,or S or R) + 1.0L 1,348 psf 1,285 psf 149.75 kips 2,055.46 k-ft <br /> III (1.2+0.2Sos)D+1.0pQE+1.0L+0.2S 195 psf 1979 psf 132.26 kips 1,039.64 k-ft <br /> IV (0.9-0.2SDs)D + 1.0pQE 0 psf 1621 psf 86.25 kips 301.30 k-ft <br /> 00 -'\\, car <br /> W <br /> ,ximum Ult Shear 149.75 Kips d = 27.50 in. <br /> Maximum Ult Moment 2055.46 Kip-ft. <br /> Phi *V,= 234.28 Kips O.K. <br /> AS= 17.82 in2 <br /> Min AS= 8.80 in2/ft. (200/Fy *b *d) file:JJS FrameFtg 7-3-17.xls <br />