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

Sure, I can help you with this structural engineering problem.Design of the braced columnThe…

Answered: Q2/Design the braced column shown in…

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 ...

See similar textbooks

Similar questions

Fig 2: above shown is a simple supported beam carrying uniformly distributed loads and concentrated loads, as shown, making use of unit load method, determine the deflection at point C.
04) Design the braced column shown in Fig. (4) if it has an unsupported length of 6.5 m. Analysis indicates that the critical loading corresponds with the following service loads shown in the Table below at the top and bottom of the column. Load Type Pn(kN) Mntop(kN.m) Mnbot(kN.m) Dead load 1300 110 90 Live load 700 90 70 Take: Vtop-2, Vbot 3 (use alignment chart to find k factor). The column is bent in single curvature. (20 points) 600 #10@S n-#19 Pn Fig. (4) 470 65 350
compute Compute the Euler's Buckling load andGoverning Nominal Compressive strength based on AISC E3-2 or E3-3 (kips)
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. T2 T. T/2 20mm Diameter Rivets 2@60 Figure. Problem 6 (The shown dimensions are in mm)
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
Given the following allowable stresses:• 50 MPa for shear in rivets• 100 MPa for bearing between a plate and a rivet• 80 MPa for tension in the platesDetermine the maximum load P that can be applied to the lap joint connected bythree – 16 mm diameter rivets. Note: Draw its FBD
Draw SFD and BMD for the single side overhanging beam subjected to loading as shown below. Mark salient points on SFD and BMD. 40KN 0.5m 30KN/m -20KN/m 0.7m A AN B C E 2m 1m 1m 2m Indpired by life
Problem 4 Determine the design tensile strength Pn of the MC18x58 channel shown based on yielding and rupture of the tension member. Do not check block shear. 1. Gusset PL. 7/8"] 5@3" MC18x58 1 1/4 in Standard Holes**
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.

SEE MORE QUESTIONS

Recommended textbooks for you

Steel Design (Activate Learning with these NEW ti…

Civil Engineering

ISBN:

9781337094740

Author:

Segui, William T.

Publisher:

Cengage Learning