Question

which has l A single angle tension member,Ladx3/8 kength of 7 and o'% as show bl, is made from A36 steel is connect to 3/8-in thickness ckness gust plate are 28 kips dead load and 20 kips using LRFD method and AISC )." The wrvice loads are 28 kips The servive By live load yewifivations determine the followings ) The adeyuacy of this member 2) Check Ar slenderness /s" PL

Answer 1

GIVEN DATA Member Details Grade of Steel Member designation Gross area of section Thickness of member, Radius of gyration, A 36 L 4x4x3/8 2.86 in 0.375 in 1.23 in ry Connection Details Member connected to one/two legs Diameter of bolt, one leg 5 in 8 Number of bolts across a section Number of bolts in line Pitch of the bolts End Distance Edge distance Distance of centroid from edge 3 in 1 in 2 in 1.13 in Loads Dead load Live load 28 kips 20 kips CALCULATIONS For grade of steel A 36 36 ksi Yield stress, Ultimate stress, 58 ksi Diamter of bolt hole 0.75 in Tv- 1.2D 1.6L 65.6 kips Factored design load, DESIGN STRENGTH Yielding in the gross section Design strength of gross section is obtained as 0.9 x 36 x 2.860 92.7 kips racture in the net secti Net area, 2.86-1x 0.750 x 0.375 2.579 in

NOTE: Case-2 Shear lag Factor when connected to two legs 1-r/LS0.9when connected to one leg where is distance of centroid from edge and Lis the length of connection Length of connection in the direction of loading, 6 in Since the member is connected to one leg, u1-x/L0.6 (with three fasteners-Case 8) Shear lag Factor 0.812 0.812 (Maximum of Case-2 & Case-8 Thus, U eUA Effective area 0.812 x 2.579 2.094 in Design strength of net section is obtained as 0.75 x 58 91.1 kips x 2.094 Block Shear Gross and net sections of shear, Aength (a-b )]xt gv 7 x 0.375 2.625 in2 Anyength (a -b)] minus I(m-1)+0.5]dxt -7 2.5 x 0.750x0.375 1.922 in llength (b-c)] xt Agt Gross and net sections of tension, 2 x 0.375 0.75 in Antlength (b -c )] minus [0.5xdIx t ( 2.0.5 x 0.750)x 0.375 - 0.609 in Comparing0.6FAand Fu Ant 0.6FA 0.6x 58 x1.922 66.89 kips 35.32 kips FuAn- 58 x 0.609 Therefore 0.6FA> FuAnt Hence, Design rupture strength, shear fracture-tension yielding controls 0.75 x 66.8936 x0.750 1 70.4 kips Thus, design strength of the member is the smallest of the three values, that is o, Tn - 70.4 kips > 65.6 kips Hence SAFE To check for slenderness, length of the member will be required