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PROJECT : PAGE : <br />CLIENT : DESIGN BY : <br />JOB NO. : DATE: REVIEW BY : <br />INPUT DATA & DESIGN SUMMARY <br />SECTION & SPACING 350S162-43 (33 ksi)@ 16 in o.c <br />( 33 ksi) <br />JOIST SPAN L =9.25 ft <br />DEAD LOAD DL =10 psf <br />LIVE LOAD LL =10 psf <br />LATERAL SUPPORTED ?1 compression flange <br /> (0=No, 1=compression flange, 2=tension flange) <br />DEFLECTION LIMITATION FOR LIVE LOAD ?1 L /240 THE DESIGN IS ADEQUATE. <br /> (0=No., 1= L /240, 2= L /360, 3= L /180, 4= L /120) <br />ANALYSIS <br />SECTION PROPERTIES OF EACH METAL STUD (SSMA page 8 to 14) <br />t = 0.0451 in Fy = 33 ksi Ixx = 0.654 in4 Mn/Wb = 7.05 in-kips <br />h = 3.5 in Wt = 1.14 lb/ft Sxx = 0.357 in3 Vn/Wv = 631 lbs <br />A = 0.334 in2 rx = 1.4 in ry = 0.612 in xo = -1.312 in <br />J =0.000227 in4 Cw = 0.35 in6 <br />CHECK MAX WEB DEPTH-TO-THICKNESS RATIO (AISI B1.2) <br />h / t = 77.61 <200 [Satisfactory] <br />CHECK FLEXURAL CAPACITY (AISI C3.1) <br />Mn/Wb =7.05 in-kips >M [Satisfactory] <br />Where M = [(DL+LL) S + Wt ] L2 / 8 =3.57 in-kips <br />S = 16 in o.c., spacing as given. <br />CHECK SHEAR CAPACITY (AISI C3.2) <br />Vn/WV =631 lbs >V [Satisfactory] <br />Where V = [(DL+LL) S + Wt ] L / 2 = 129 lbs <br />CHECK LATERAL-TORSIONAL BUCKLING (AISI C3.1.2) <br /> CASE 1: BOTH TOP & BOTTOM FLANGES UNSUPPORTED <== Does not apply. <br />15.1 ksi <2.78 Fy = 91.7 ksi <br /><0.56 Fy = 18.5 ksi <br />Where Cb = 1.0 <br />ro = (rx <br />2 + ry <br />2 + xo <br />2)0.5 = 2.014 in <br />Sf = 0.37 in3 8.851 ksi <br />E = 29500 ksi (AISI pg xiv) <br />G = 11300 ksi (AISI pg xvi) <br />Ky = 1.0 <br />Kt = 1.0 7.999 ksi <br />Ly = 111 in <br />Lt = 111 in <br />=15.1 ksi <br />Joist Design Based on AISI S100/SI-10 & ESR-3064P <br /> <br /> <br />ACrobFe ey tSf <br />s s= = <br />( ) <br />2 <br />2/ <br />E <br />ey <br />K L ry y y <br />ps= = <br />( ) <br />21 <br />2 2 <br />E C wGJtAroK Lt t <br />ps <br />  = + =    <br />- CEILING JOISTS AT HARD CEILING LOCATION <br />Page 12 of 28 <br />215 W 4th St <br />1/22/2025