Determine the maximum safe capacity of an axially loaded hinged ends column having an unsupported length of 4m. Fy = 248 MPa and E = 200 GPa. Use AISC Specifications. 100
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- sted ingid 250MM B k steel bar bolt AUR rigid bar 12 mm thick 8 mm Brass 350mm Jointd 16 mene thick 350mm JointB 250 mm Xg = 20x10% Eg = 90 G Pa -6 A, = 12x10/0 Es = 200 G Pa thickness> 16 mm 8 mm bolt %3D 12 mmi thick shear strength f bolf bearing streng th of holt= 100 la 50 MPa %3D Assume no failure will take place in steel or brass. Temperature chauge brass steel on Temperature change on Determine thai can be applied to system - the maxA base plate with a dimension of 130mm x 12 mm is connected to a gusset plate with 4-16mm diameter bolt as shown in the figure. If Fy = 248 MPa and Fu = 345 MPa. a. Determine the design strength for LRFD b. Determine the design strength for ASD %3! Image 3 16mm ø -12mm x 130mmISWB600 Braket palte=11mm p=450KN E=270mm p=55mm bolt size =M20
- (1) Given A992 steel Ag = 10 in %3D KLy- 80, ry what is $ Pa=? = 60 the' column streugth design7 7a 7b 7c Alaterally supported beam was designed for flexure. The beam is safe for shear & deflection. The most economical section is structural tubing however the said section is not readily available at the time of the construction. If you are the engineer in charge of the construction what alternative section will be the best replacement? Why? The section is 8" x 8" x 7.94 mm thick: Use Fy=248 MPa: E=200,000 MPa AISC wall thickness Ix 106 S x 103 Jx 103 mm4 mm3 mm4 rx =ry Area Ag (mm2) mm Designation Weight/m 8x8 7.94 47.36 6,039 79.25 37.84 371.99 60.35 expla'n briefly your cho'ce. (transform your comparative analys's 'nto a narative form to support your cho'ce) 8x8 14.29 80.61 10,258 76.2 59.52 585.02 99.06 8x8 72.7 9,290 76.96 54.53 539.13 90.32 8x8 9.53 56.09 7,161 78.48 44.12 432.62 70.76 mm 12.7 Zx 103 mm3 437.53 714.48 650.57 512.92WHERE: BOLT DIAMETER = 22mm Fy = 241Mpa Fu = 414Mpa
- 130% v - + 7 Annotate T| Edit Trial expired Unlock Full Version ENGR 263 A A A 4.8 Member AB is the beam under consideration. As shown in the illustration of the loading condition, member AB is a single overhanging beam. Beam AB supports a 500-lb/ft uni- formly distributed floor load on the beam overhang only. Overneia 4 Fr Stee ream (reactions) R. Free-body diagram (negligible weight) Loading conditionI need a clear answer by hand, not by keyboard and fast answer within 20 minutes. Thank you | dybala For the beam loaded as shown, find the maximum tensile and compressive bending stresses and maximum shearing stress.. IN.A=4*10mm* 80mm 100mm 60mm 60mm 1.5KN 2kN/m 1mal A |-----|- | Im ++ Im->> 3m 3kN/m1) Column AB is made of solid 410, cold worked Steel with the following specification Sy=85 KSI, E-29000 KSI Length: 9.5 in. Diameter: 425 in. Ends: Free & Fixed For the above column calculate: a) Type of column failure (show proof) b) The critical load that would cause failure. c) Allowable force with Factor of Safety of 2.5. Answer Unit Value a 13 14 14
- A76 x 76 x6 mm angular section shown is welded to an 8 mm thick gusset plate. The length L1 is 65 mm, L2 is 125 mm, and the cross sectional area of the angle is 929 sq.mm. Fy-248MPA and Fu -400MPA. Gusset Plate Alowable Sresse Alowable tensle stress igross ara)0.00 Alowable tereile stres net area)0SOF. Allowable shear stress (net ares)0.30F. Determine the value of P based on net area using a strength reduction coefficient of 85% O 138.24 KN O 140.14 kN O 157.93 kN O 304.00 N Nextأ.د. رمضان المبروك A PL170mm x 10mm tension member is welded to a gusset plate as shown in Figure below. The steel is A36. Assume that Ae = Ag and compute the following. %3D fy = 250 MPa & f, = 400 MPa %3D %3D PL 170mmx10mm a. The design strength for LRFD. . The allowable strength for ASD. roblem (4):Determine the Design Flexural Strength of W460x52 A992 Steel with the following cases: CIVIL ENGINEERING STEEL DESIGN With Continuous lateral bracing Unbraced length = 4m, Cb = 1.0 Unbraced length= 12m, Cb = 1.0 a.) b.) c.) Fy = 345 MPa Properties: d = 450mm tf = 10.8 mm 1x 212x10mm* Cw 306x10 mm" Sx** 944 x10¹mm¹ bf 142mm MY Ag - 6650mm2 Zx 1090x10'mm' Ho439mm ry = 31mm tw* 7.62mm J-211x10¹mm* ly = 6.37x10 mm rls - 38.4mm