a) Bolted - VWelded - Rivetec b) Welded - Bolted- Riveted C) C Riveted Welded - Boltec Bolted-Welded-Riveted Boş bırak
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- A 3/4 in (thickness) X 5 in (height) steel plate is connected to another one through two bolts of nominal diameter 1/2 in in a zig-zag arrangement as shown. Determine the tensile strength capacity Pu of the connection. Review the three limit-states: (a) yielding in the gross area, (b) rup- ture in the overall net tensile area, and (c) block shear strength.7) The erectors job is to? a) Deliver to the construction site steel components that are ready to be assembled b) Design the steel to be fabricated c) Responsible for assembling the steel into a frame on the building site d) Verifying the steel was assembled in a manner it was designed for 8) The second number in a W12x36 denotes the? a) Area b) Depth c) Thickness d) Weight of pounds per foot 9) Leveling plates are used to? a) Level the base plate of a column by using a grout bed and thin plate b) Level the Block Walls c) Level the Roof d) All of the above5) Calculate P the allowable tensile load for the butt joint shown. Each A325-N high-strength bolt has a diameter of 0.9 inches. The plates are made of ASTM A36 steel. If the applied load is 200 kips, is this connection adequate? If not, what needs to be changed so that this connection can handle an applied load of 200 kips? P- ФФ P ! 12"x " P. P.
- calculation questions 1, As shown in the following figure, the connections is the friction type high strength bolt connection, and the bolts adopt M20 with 10.9 class, and the steel is Q235, and the is pretension is P = 155 kN, the interface is sandblasting (i.e., the anti-slip coefficient u 0.45). If the load is F = 250 kN, please check the connection strength. -3 hteoutborour boring 5 F1) what is the block shear in plate moment connection in steel members. How the allowable moment capacity of the plate moment connection is calculated based on the limit states of Bock shear (2) How the allowable moment capacity of the Plate moment connection is calculated based on the limit states of(i) Beam Flexure rupture (II) Bolt bearing ( iii) weld rupture (iv) Plate copmression yielding pl explain above by giving sutaible exmple for connecting the webs of two I shaped beams by plates5. Find the allowable strength of the welded connection with a minimum throat size shown below. Base metal: S275 Fy = 275N/mm² Fu = 430N/mm² Weld metal tensile strength: Fe = 480N/mm² [all dimensions are in mm] -10mm thick gusset plate 150 125 125 -10mm thick gusset plate 125 VIEW A-A a 125 -PL 150x12 PL 150x12 -PL 150x12 A
- TOPIC : TRUSS ADALYSIS (USWE METHOO OF JONTS) complete one tabe. EXPERIM ENTA L OMPUTED VALUES TRIALS % EPOR VALUES, N TRIAL #I RA=O4459 K9 (6.5258 Ikg load at pt-C KF :0-3345 ka 3.2781 -2.99N (T) -4.39 N (T) (c) BOTTOM CADRO WEB TOP CHORD 6-17 H (C) B P16URE OF TROSS ASelect all zero-force members in the truss shown below. Check the box for zero- force members 3m 12 m, 8 @ 1.5 m O DE LK EP OHF O BC O BM O EF O OM O CD O BN LO O DK FI O co O O O O O O 0 0 O 0Determine the maximum service load P that can be resisted safely by the welded connection shown. Use ASD. E80 10 150 300 K. 200
- Which of the following is true of slip-critical type connections? O Load is transferred by sehar O Load is transferred by bearing of bolts against the hole O Load is transferred by moment O Load is transferred by the friction resistance of the connected partsCheck the adequacy of the rigid beam to column welded connection shown. The beam is a 410 UB 53.7 of Grade 300 PLUS, the electrode is E41xx SP and (V*, M*) = (36 kN, 166 kNm). (Hint: Check the adequacy also against the minimum values required in AS4100). It M* 393O 88 130% v - + I Annotate T| Edit Trial expired Unlock Full Version ENGR 263 + A A A T O 4.10 Member AB is the beam under consideration. As shown in the illustration of the loading condition, member AB is an overhanging beam that supports a uniformly distributed roof load of 500 lb/ft. It also carries concentrated loads from a rooftop HVAC unit (4000 lb), an interior hanging display support (2000 lb), and a marquee sign (3000 lb). Marquee overnang Displau SLIPPort II Raof Kiots Ol I W = 500 Ib/Ft A B 4000 b 2000 000 I Steel beam !! I1 3 FE 5 FE - Ft RoOFtop HVAC unit 10 FE 4 Ft Marquee sign< R R2 Steel beam (negligible weight) Free-body diagram Dispiay Support Loading condition