Q2/Design the braced column shown in Fig. (4) if it has an unsupported length of 5.7 m.Analysis indicates that the critical loading corresponds with the following service loads shown inthe Table below at the top and bottom of the column.Load TypeP(kN)Mtop(kN.m) Mbot(kN.m)Dead load105095128Live load57035-21.6Take Vtop-2, Vbot 0.8 (use alignment chart to find k factor).The column is bent in double curvature.Given fe-28 MPa, fy-420 MPa480 mm60 mm60 mm300 mmuw00960 mm180 mm60 mmPu

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Steel Design (Activate Learning with these NEW titles from Engineering!)

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter9: Composite Construction

Section: Chapter Questions

Problem 9.8.3P: A beam must be designed to the following specifications: Span length = 35 ft Beam spacing = 10 ft ...

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Figure. Problem 5 Problem 6: Analyse to determine the maximum allowable tensile load for a W310x44.5 connected to a pair of 160x20mm gusset plates as shown in figure. Assume 4 holes at each critical section and use 436 steel and the AISC LRFD specification. The combined overload factor for dead and live load is to be 1.38. W310x44.5 T/2 - 20mm Diamcter Rivets 260 Figure. Problem 6 (The shown dimensions are in w
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
03: The cantilever beam shown in Fig(2), is required to support a concentrated service load(P-72kN and P-20KN) at the free end. Ignore self weight of the beam, use fc'-28 MPa, fy-400MPA, concrete cover-40mm, beam span-4.5m, Check crack adequacy at support according to ACI Code 318M. Note: use working stress method in analysis. Pl-72KN 250mm Pd-20kN L6028mm 012mm 800mm Fig.(2)
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
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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.
Compression Member Analysis and Design 2
Plz,solve this problem one by one using Flexibility Method and show all the steps also draw SFD and BMD. Structural Analysis-2
0: ll zain IQ docs.google.com/forms O no one 0/10 find the tensile stress in upper plate in section 1-1 5 1 80 kN 80 kN B-bolt DIA. 10 MM 80 kN 80 kN B-bolt DIA. 10 MM 30 MPa O 33 МРа 35 MPa 37 MPa no one + ... 300 mm

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