Determine the LRFD design strength, and the ASD allowable strength, n C for each of the compression members shown. Use the AISC Specification and a steel with Fy = 50 ksi, except for Problem 5-8, Fy = 46 ksi. %3D (Ans. 212 k LRFD; 141 k ASD)
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- If the beam in Problem 5.5-9 i5 braced at A, B, and C, compute for the unbr Cb aced length AC (same as Cb for unbraced length CB). Do not include the beam weight in the loading. a. Use the unfactored service loads. b. Use factored loads.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.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 load
- B2-8m RC Beam Sec B-B Sec A-A Sec A-A C1 (0,8x0,8)m Sec A-A- Sec 8-B A Sec A-A- 143.9* Sec A-A Sec A- Sec B-B Sec C-C Sec C-C Soc B-B Sec Sec C-C -3.185m Sac A-A-D 83=4.5m Sec B-B -Sec 8-8 C1 (0,8x0,8)m DBT Figure 2: Plan of Reinforced Concrete Beams Sec A-A -C1 (0.8x0.8)mCheck the beam shown in Figure P5.15-4 for compliance with the AISC Specifica- tion. Lateral support is provided only at the ends, and A992 steel is used. The 20-kip service loads are 30% dead load and 70% live load. a. Use LRFD. b. Use ASD. 20k |——3² — 20k FIGURE P5.15-4 W16 x 57 -3'— 3Check 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 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 CamScannerPlease solve the ff and write legibly SN = 38 Determine the adequacy of the W8x58 subject to the following: Axial Tension: DL = 100 kN + SN, LL = 120KN + SN Axial Compression: DL = 60 kN + SN, LL = 80KN + SN L = 8m 2 holes for 20mm.dia. bolts Fy = 250 Mpa Fu = 400 MpaO 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
- 4.3-4 Determine the available strength of the compression member shown in Figure P4.3-4. in each of the following ways: a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and the allowable strength for ASD. 15 HSS 10x6x ASTM A500, Grade B steel (Fy=46 ksi) 2/3Determine the Safe load P for LRFD and ASD to be applied in the structure shown, such that a WT155X16.35, is adequate for member AF. Use A992 Steel Grade 50. 3 m B P. t 2.5 m 2.5 mDetermine the available axial compressive strength by each of the following methods: a. Use AISC Equation E3-2 or E3-3. Compute both the design strength for LRFD and the allowable strength for ASD. b. Use Table 4-22 from Part 4 of the Manual. Compute both the design strength for LRFD and the allowable strength for ASD. W14 x 82 A992 steel 13' FIGURE P4.3-5