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AlIMAM SHUTLER JOB a At4U-16"0 . <br /> _II—CONSULTING <br /> __ENGINEERS,INC. SHEET No. '� <br /> - <br /> 12503 Bel-Red Road,Suite 100 CALCULATED BY <br /> BY �1 1 <br /> Bellevue,WA 98005 DATE �i'V \ '?1J <br /> (425)450-4075*Fax(425)450-4076 SCALE <br /> - <br /> Braced Frame Footing (North Brace Opp Load) <br /> Footing shears and moments for lateral load applied towards right. i <br /> S Redundancy,p t <br /> D$ s3-r ft,. ., <br /> Working stess loads <br /> Overturning Moment ,.9 �'3 Kip ft Footing Size <br /> DL Load on left column ;„ F �;• � Kips Extension Left 4,140 Feet"Me 40,5-Aff <br /> DL Load on right column 6 Kips Distance between Columns I � Feet <br /> Snow load on left column , v s Kips Extension Right i' *Feet <br /> Snow load on right column �'_ P°Kips Total Length 76.00 Feet <br /> LL Load of left column ,-- Nq:Kips Width �Feet <br /> LL Load of right column zt- ' s Kips Depth Inches <br /> Allowable soil bearing pressure mg,,...0100,Y,A psf Footing Weight 243.20 Kips <br /> Reduce overturning moment by 25% <br /> per ASCE7-10, Section 12.13.4 YES Overburden <br /> r."Y ;°,.<�'. . Inches <br /> Design overturning moment 4,950.00 Kip-ft Slab thickness ;;,. l <br /> Soil thickness c Inches <br /> = psi Soil densityS �, , 3 PCF <br /> �Concrete strength rr.^�p <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 /> ,�D load cases for soil bearing pressure Left Right <br /> I D+ L 739 psf 776 psf 17,361 Kip-ft <br /> II D + S 988 psf 1,036 psf 23,202 Kip-ft <br /> III D+ .75L+ .75(Lr or S or R) 926 psf 971 psf 21,742 Kip-ft <br /> IV (1 + 0.1SDs)D+ .525pQE+.75L+ .75S 506 psf 1,518 psf 23,193 Kip-ft , <br /> V (1 +0,14SDS)D+ 0.7pQE 183 psf 1,509 psf 19,393 Kip-ft <br /> VI (0.6-0.14SDS)D+ 0.7pQE 0 psf 1201 psf 8,385 Kip-ft t <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) 1,012 psf 1,061 psf , 82.03 kips 1,118.32 k-ft i <br /> II 1.2D+ 1.6(Lr or S or R) + 1.0L 1,285 psf 1,348 psf 149.75 kips 2,055.46 k-ft <br /> III (1.2+0.2SDS)D+1.0pQE+1.0L+0.2S 142 psf 2031 psf 135.98 kips 1,048.15 k-ft I! <br /> I <br /> IV (0.9-0.2SDS)D + i� '.1.0pQE 0 psf 1680 psf 86.50 kips 310.05 k-ft <br /> Y I; <br /> § 0 CLU W t.J� V, A- N�sAVA C`N) 1 <br /> 1) 4_1th to <br /> ximum Ult Shear 149.75 Kips d = 27.50 in. i <br /> Maximum Ult Moment 2055.46 Kip-ft. <br /> Phi*V,= 234. _Kip — O.K. <br /> AS = 17.82 in2 <br /> Min AS= 8. 0 in2/ft, (200/Fy* b *d) file:JJS FrameFtg 7-3-17.xls <br />