A uniformly loaded, simply supported, ASTM A992 steel beam has a span of 28 feet. Lateral support is provided at midspan and at the ends of the beam. The total factored uniform load, including the beam's self-weight, is 8.5 kip/ft. Use Table 3-10 of the AISC Design Manual to select the lightest W section that can safely resist the applied load.
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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.View Policies Current Attempt in Progress AW18 x 40 standard steel shape is used to support the loads shown on the beam. Assume P-20 kips, w-2.4 kips/ft. LB-3.2 ft. Lac- 3.2 ft, and Lcp-13.8 ft. Determine the magnitude of the maximum bending stress in the beam. LAB Answer: Omax" B Lac C eTextbook and Media ksi LCD xIs the beam shown below adequate for flexural (moment) stresses? Use ASD.
- Problem 1. The beam shown in Figure 1 is laterally braced at A, B, C, and D. Is a W36×182 adequate for F₁= = 50 ksi based on the AISC specification for LRFD method? Note: Check only for flexural strength limit. WD=5.0k/ft WL = 4.0k/ft A PL=20k B C 12'12' * 48' Figure 1 24' TW DDetermine the design strength of the beam shown. Assume fy-345MPa and fc'-21 MPa.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 condition
- Problem 3b. The built-up shown has Fy=50 ksi MC18X 42.7 W12 X 72 KL = 18.5 ft %3D Find the following: a. The KL/r b. The design strength for LRFD. c. The allowable strength for ASD. d. Is the section? Why?Architectural considerations of a certain non-structural element requires an upright triangular beam section with the following design cross section: Width of Base, b 300 mm Overall Height, H = 450 mm Effective Depth, d 400 mmUse NSCP 2010 Provisions, f'c = 21 MPa, fy 345 MPa (A). Determine the no. of pcs. 16mm dia, bars at balanced strain condition. (B). Determine the no. of pcs. 16mm dia, bars for maximum steel requirement of code for tension control. (C). Determine the factored strength of the section if reinforced with 3-16mm dia, bars.A simply supported beam shown is to support a total dead load 35 kN/m. Determine the live load that the beam can resist in accordance with the requirements of the NSCP 2015. Use fc'=35 MPa and Grade 60 (fy=414 MPa) rebars. The reinforcements shown are 5-36 mm diameter bars.
- SITUATION 2 A four-meter intermediate floor beam is made of ASTM A992 steel (Fy = 350 MPa; F, = 450 MPa) rolled into W14x82 section. The beam is laterally braced at its supports and at its midspan only. The beam is to be subjected to a uniform gravity loads (dead and live) such that the ratio of total uniform service dead load to total uniform service live load is 3.00. The beam is also subjected to a concentrated dead load of 15 kN and concentrated live load of 25 kN each at its third points. The maximum service live load deflection of the beam must not exceed 25 mm. ASD specifications were used for the design of the beam. (a) Assess the beam section if local buckling will significantly affect its flexural strength. Classify the beam section as compact, non-compact, or slender. (b) Determine the design flexural capacity of the beam considering either yielding or flange buckling (depending if the section is compact, non-compact, or slender). (c) Determine the design flexural capacity…An under-reinforced beam section given below. What could be the maximum design load (Pa) on the beam. Materials C30/37 and B420C. Ignore beams' own weight! Pa Pd H A 2 m 2 m, 2 m B As 1500 mm² 300 mm > Cross-section 470 mm 30 mmDesign Specifications 1st and 2nd floor Member Roof Deck Load (Typical) Live Load Item Superimposed Dead Load (Typical) Live Load Superimposed Dead a. b. C. For the structural plan attached, Hint: Self-weight B1 B2 Notes: 1. For simplicity, neglect self-weight of concrete slab B3 G1 G2 C1 C2 Design Loadings Application Slabs Slabs Slabs Slabs Value 4 3 2 3 4 4 4 Value 4 means pinned means continuous Assume all members have the same stiffness (same El) for simplicity 8 4 6 Unit kN/m kN/m kN/m kN/m kN/m kN/m kN/m Unit kPa kPa kPa kPa Determine the factored bending moment (LRFD) to be used in the design of Beam B1 in kNm. Determine the factored shear force (LRFD) to be used in the design of Girder G2 in kN. Determine the factored axial load (LRFD) to be used in the design of Column C1 in kN. -I T C2 G2 C1 G1 C1 5000 B3 1 B2 B1 B2 C2 C1 ∙H. GROUND FLOOR FRAMING PLAN C1 I G2 H G1 İ 8 C2 C1 G1 C1 5000 B3 1 B2 B1 + B2 1 B3 . C2 C1 I C1 SECOND FLOOR AND ROOF DECK FRAMING PLAN G1 G1