A steel rod of 30 mm diameter is used as a tie member in roof truss. It may be subjected to reversal of stress due to wind load. What is the maximum permissible effective length of the member? A 3000 mm B 1350 mm C 1875 mm D 2625 mm
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- 2) Find the axial stresses of menbers FD, GD, GE State if it is tensile or Compressive. 4M 3M A LE 3m G 20 RN Go KNTENSION 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)Problem2. The compression member is shown in figure. Find the following: a. The Euler stress Fe. b. The buckling stress Fcr c. The design strength d. The allowable strength e. Does the member satisfactorily meet the design requirements? Why? HSS 8x 8x4 ASTM AS00, Grade B steel (Fy = 46 ksi) 15'
- Select all zero-force members in the truss shown below. Check the box for zero- force members 3 m 3 m 12 m, 8 @ 1.5 m DE O LK ЕР O HF O BC BM EF OM CD BN LO O DK FI O coIn order to reinforce a column in an existing structure, two channels are continuously welded to the column as shown below. Fy = 50 ksi for both the column and the channels. The effective length with respect to each axis is 16 feet. a) calculate the Moment of Inertia about each axis of the built-up shape. a) what is the available axial compressive strength and what is the percentage increase in strength? Use both LRFD and ASD.An I-section with two cover plates is used as tension member and is subjected to a load of 120 t over a length of 16 m. If the allowable tensile stress is 15000 kg/cm², is the member design safe? If 9821.6 cm4, so, find the factor of safety. Use ISWB 300@ 48.1 kg/m, A = 61.33 cm², Ixx Ivy 990.1 cm4. There are two rows of fasteners in each flange, thus making atleast two holes in one section. The fastener diameter is 22 mm, cover plate size 260 mm x 8 mm, flange thickness of l-section = 10 mm. The center of fastener is located at 60 mm from center line of the l-section. = =
- A tension member in a roof truss is composed of two ASTM A36 structural steel angles that together have a net cross-sectional area of .(a) Compute the allowable total load if the allowable tensile stress is 22,000 psi.(b) If the total tensile load in the member is 150,000 lb, compute the actual tensile stress.Estimate the cross-sectional area of a 350S125-27 cold-formed shape. a. If the member is tested in tension, what would be the maximum force thesample could carry before reaching the yield strength if the steel has ayield strength of 225 MPa?b. Would you expect a 2.5 m stud to carry the same load in compression?(explain)1. If the allowable stress of a revolving steel is 150 MPa, what is the equivalent angular velocity which will produce such stress. The mean diameter is 440mm. 2. See connection figure below. The rivets is 7/8 in. in diameter. According to the rivert supplier, the allowable stresses for the material are t = 15 ksi and Ob = 32 ksi. What is the allowable load of the connection? L4 x 3-1/2 W18 x 86 W24 x 117 Girder Beam
- 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=1.32A flexural member is fabricated from two flanges plates 1" x 20" and a web plate 1/2" x 22". The yield stress of the steel is 36 ksi. a. Compute the elastic modulus and the yield moment with respect to major principal axis. b. Compute the plastic modulus and the plastic moment with respect to major principal axis.The below figure represents a section of a pre- stressed beam. For a no-tension design where a is the permissible stress in concrete, the total moment carrying capacity is (a) (c) d/2 bd² 6 d/2 bd²oc 3 -b- (b) (d) bd² oc 4 bd²a 12