The rectangular wood beam is loaded as shown in the figure. What Is the maximum bending stress in the beam? * 12 kN. 8 kN/m 150 mm A 250 mm B 1.0 m 2 m O 10.24 MPa O 5.68 MPa 15.57 MPa 0.80 MPa
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- 2. A steel plate is 360 mm wide and 20 mm thick with four bolts hole into the place as shown in the figure. Compute the following: a. Critical net area required by the NSCP specs. b. Max. critical net area required by the NSP specs. Note that, Max. net area is 85% of the critical net area Capacity of the joint if the allowable tensile stress is 0.75Fy. Use A36 steel Fy=248 MPa 25 mm= DIAMETER OF BOLTS 45 45mm fmmy C. 90mm 90mm 90mm Comm PThe angle L 8 x 8 x ½ in tension shown in the figure below must resist aservice dead load of 35 kips, live load of 50 kips, and a roof live load of 2kips. The steel used is A50 (Fy = 50 ksi, Fu = 65 ksi) and its welding length is 4”.Determine if the member has sufficient fracture and yield strength.Topic: COMBINED STRESS-AXIAL TENSION AND FLEXURE BENDING: STEEL DESIGN Please solve your Solution in a handwritten Note: It should be handwritten pleaseeee Questions A Tension member with no holes is subjected to axial loads of PD=68kN & PL=64kN.It is also subjected with bending moments of MDy=40kN-m & MLy=55kN-m. Is themember adequate? Steel is of A992 Gr 50 Specs. Use LRFD. Neglect the weight of the beam. Section properties:Lp = 1.863 md=459.99mmtw=9.02mmzx= 1835x10^3 mm^4Lr = 5.305 mLb = 4.8 mbf=191.26mmtf=16mmSx=1611x10^3 mm^4 Sy=195x10^3 mm^4Zy=303x 10^3 mm^4 Cb=1.32
- 2. A column HP 14 x 102 of A572 Gr. 55 steel has a length of 15 ft is fixed at both ends. Compute the design compressive strength for LRFD and the allowable compressive strength for ASD. (Steel section properties are provided in the next page) ASTM Designation A572 Gr. 42 Gr. 50 Gr. 55 Gr. 60⁰ Gr. 65⁰ Yield Stress (ksi) 42 50 55 60 65 Fu Tensile Stressa (ksi) 60 65 70 75 80Determine the design tensile strength of the plate (200 × 100) mm connected to a 12 mm thick gussets, using 20 mm bolts shown below, if the yield and ultimate stress of the steel used are 250 MPa and 420 MPa respectively, fy= 250 MPa fu= 450 MPaOne bolt 34 in-16 UNF × 2 12 in. SAE grade 5 is subjected to a P load of 6 kip at atension joint. The initial stress is Fi = 25 kip. The stiffness of the bolt and the joint are kb = 6.50and km = 13.8 Mlbf / in, respectively.a) Determine the preload and service load stresses on the bolt. Compare them withthe minimum SAE test strength of the bolt.
- Instruction: Answer the questions below: (CLO) A 20mm B Take E= 105 GN/m² 20mm C 20 kN A brass composite bar AB and BC in diameter 30mm and 15 mm respectively was installed rigidly as shown in figure below. Find the total elongation of the composite bar.Required information A square yellow-brass bar must not stretch more than 2.4 mm when it is subjected to a tensile load of 34 kN. Given: E= 105 GPa and that the allowable tensile strength is 104 MPa, determine (a) The allowable side length of the cross-section (b) is the allowable value a maximum or a minimum? Why? (c) The allowable length of the bar (d) is the allowable length a maximum or a minimum? (a&b) The allowable side length, for the square cross section, is given as [ (mm) and the value is a (Click to select)Two T-shape sections are welded together to create a composite l-beam section as shown below. Determine the safely uniform load w (kN/m) that the beam can carry throughout its entire span. 270mm 30mm 20mm 160mm Welded Joint 130mm 30mm 135mm Beam Length = 4 m Consider the following stresses: fb(T) 3 125 МPа fb(C) = 130 MPa x at the welded joint = 20 MPa Find: 1. The Neutral Axis from the base 2. moment of inertia with respect to the horizontal centroidal axis 3. Q at the welded joint 4. Considering the maximum flexural stress in tension, WNAX is equal to KN/m. 5. Considering the maximum flexural stress in compression, WMAX, is equal to 6. Considering the stress at the welded joint, wMex is equal to kN/m.
- 2. A steel plate is 360 mm wide and 20 mm thick with four bolts hole into the place as shown in the figure. Compute the following: a. Critical net area required by the NSCP specs. b. Max. critical net area required by the NSP specs. Note that, Max. net area is 85% of the critical net area c. Capacity of the joint if the allowable tensile stress is 0.75Fy. Use A36 steel Fy=248 MPa 90m²m 90 mm 90mm 45 45mm In my comin P Scanned with CamScanner CSDetermine the axial compressive strength of an HSS steel with a length of 4.6m with respect to the principal axis. Use Fy = 318 MPa. Section Properties: A = 1742 mm2 ly = 3.29 x 106 mm4 Ix = 9.53 x 106 mm4 Answers: Pnmax = 238. 358 kW CIVIL ENGINEERING STEEL DESIGN 203.2 -3.2 -101.6- -3.2 TTENSION MEMBERS: THE SINGLE 200 X 10 mm STEEL PLATE IS CONNECTED TO A 12 mm THICK STEEL PLATE BY FOUR 16 mm DIAMETER RIVETS AS SHOWN IN THE FIGURE. THE RIVETS USED ARE A502 GRADE 2, HOT DRIVEN RIVETS. THE STEEL IS ASTM A36 WITH Fy = 248 MPa AND Fu = 400 MPa. DETERMINE THE VALUE OF P. a. P BASED ON TENSION OF GROSS AREA b. P BASED ON TENSION OF NET AREA c. P BASED ON BEARING OF PROJECTED AREA d. P BASED ON SHEAR RUPTURE (BLOCK SHEAR)