Find the LRFD design strength (0Pn) &ASD allowable strength design (Pn/2) for column shown in Figure (1). Fy 50 ksi and W12x79: by using 1- AISC critical stress method. 2- Table (4-1). 3- Table (4-14). 15 ft col.
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- A beam must be designed to the following specifications: Span length = 35 ft Beam spacing = 10 ft 2-in. deck with 3 in. of lightweight concrete fill (wc=115 pcf) for a total depth of t=5 in. Total weight of deck and slab = 51 psf Construction load = 20 psf Partition load = 20 psf Miscellaneous dead load = 10 psf Live load = 80 psf Fy=50 ksi, fc=4 ksi Assume continuous lateral support and use LRFD. a. Design a noncomposite beam. Compute the total deflection (there is no limit to be checked). b. Design a composite beam and specify the size and number of stud anchors required. Assume one stud at each beam location. Compute the maximum total deflection as follows: 1. Use the transformed section. 2. Use the lower-bound moment of inertia.O 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 conditionCheck 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* 393
- Question 1 Check that the medium-term load of 38 kN applied to the spaced column shown in below complies with the design requirements of BS 5268-2. The column consists of two 38 x 150 C22 timbers 76 mm apart. All joints are glued and intermediate packs are 250 mm long. suitable connection #### x ->89² 6:38. Y T -end blocking AP 100 intermediate blocking L₂ 1₁ x W L W EFH 400 m 38kN medium term load -ICHICHID -200 600 600 600 600 600 600 200 38kN medium term load130% 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 conditionCompute the maximum acceptable tensile SERVICE LOAD that may act on a single tee section that is connected to a gusset plate at its flange using welds that is 15 inches long as shown in the figure. The service live load is three times the dead load and the earthquake load is assumed to be 10% of the dead load. Use A992 steel with Fy-50 ksi and Fu 65 ks. Design in LRFD ONLY, and no block shear will occur. WT 12x47 WIL 47 A= 13.80 d 12.3 (312) weldi 0.550 (140) 9.00 (229) 0.500 (249) 1.3800 186.00 20.30 3.670 bf-9.00 (229) y=2.99₁ 0.980 (24.9) y= 2.990 y 54.50 Sy 12.00 1.960 d=12.3 (312) X 2,620 a. Governing ultimate tensile capacity based on yleiding of gross section in kips Round your answer to 0 decimal places. Add your answer tw of= of k= Sx= EX tw=0.550 (14.0) ⠀
- 130% v - + 7 Annotate T| Edit Trial expired Unlock Full Version ENGR 263 A A A EXERCISES Eleven sets of illustrations and the corresponding free-body diagrams of building-related beams were provided in Chapter 4 as Exercises 4. I through 4.11. These free-body diagrams constitute exercises that will be used here and again in Chapter 12. Follow these instructions carefully to save time later: (a) On each sheet of engineering paper reserved for analysis, calculate the vertical shear specific to that member at appropriate intervals across the length of the free-body diagram. Be sure to solve for locations where shear passes through zero. (b) On cach sheet of engineering paper containing the tree-body diagram, neatly draw the related shear diagram directly below the associated free-body diagram. The shear diagram should be located in the middle one-third of the page. Reserve the bottom one-third of the sheet for the bending moment diagram introduced in Chap- ter 12. Be sure to show…Question 2 of 5 Using LRFD and A-50 steel, determine the maximum load Pu that the system below can carry. Assume welded connections at the joints. W8X10 5m 2m W8X15 Pu 4m CS Scanned with CamScannerQ1: for the system shown, compute the value and the type of developed stresses at the aluminum block (1.5 x 0.5) m, pinned A (diameter bolt 16mm), and the used steel bar with (30mm diameter) if the load P equal to 18 kN. A C Steel P -0.75 m-- Aluminum 2 m- B
- 8. H / The beam shown below has across seclion of channel Shape with width 360mm.and haghs h= loomm, the web thickness ist= 14mm.Deler- Mine ihe Max imum tensile aud Compressive stressin the beam due to unifom Load? 360Mm 3.6KN/M 14m tiom Please Sir 5T CASIC f-991ES PL DATURAL u CALC (-)Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and the allowable strength for ASD.A C8X11.5 single channel section is bolted to a gusset plate with M22 bolts. Assume A572 Gr.50 steel and 10mm gusset plate. Find the following values • The design block shear strength of the channel • The allowable block shear strength of the gusset plate 30, 65 , 65 30 60 80 O O O 60 C8X11.5 (AISC Designation)