A W12x14 supports distributed dead and live loads over a simple span. wD 0.8 kip/ft, wL 0.3 kip/ft L 18 ft 14. What is the LRFD required flexural strength, Mu, for the beam? A. 44.5 kip-ft B. 1.44 kip-ft C. 58.3 kip-ft D. 117 kip-ft E. None of the above 15. What is the maximum deflection (not deflection limit) due to service level total dead and live load? A. 1.62 inch B. 1.01 inch C. 1.32 inch D. 0.9 inch E. None of the above

A W12x14 supports distributed dead and live loads over a simple span. wD 0.8 kip/ft, wL 0.3 kip/ft L 18 ft 14. What is the LRFD required flexural strength, Mu, for the beam? A. 44.5 kip-ft B. 1.44 kip-ft C. 58.3 kip-ft D. 117 kip-ft E. None of the above 15. What is the maximum deflection (not deflection limit) due to service level total dead and live load? A. 1.62 inch B. 1.01 inch C. 1.32 inch D. 0.9 inch E. None of the above

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

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter10: Plate Girders

Section: Chapter Questions

Problem 10.7.7P

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An A36 W14X605 simply supported steel beam with span L=12.6m carries a concentrated service liveload “PLL” at midspan. The beam is laterally supported all throughout its span. Consider its beam selfweight to be its service deadload, “w” (use ASEP steel manual for selfweight, w and other section properties). Calculate the maximum service PLL that the beam can carry based on flexure requirement using LRFD? Express your answer in KN in 2 decimal places.
A W36x210 can be used for Transfer Girder ‘A’ as shown in the elevation next page.Assume the LRFD loads on the ‘Transfer Girder’ are as follows:Pu= 200 kips from the column above. Assume also that the loads from self-weight of thewu = 2.0 kip/ft (girder self weight and beams framing into this transfer girder are equivalentto a uniformly distributed load). These loads are shown in the last figure.a) Check whether the W36x210 ‘Transfer Girder’ is adequate for bending and shear.Assume the unbraced length Lb =20 ft.b) Suppose that service loads, w and P, are both 50% dead load and 50% live load. Does theW36x210 satisfy a service live load deflection limit of L/480?
B4
USE NCSP 2015
Use 2015 NSCP A simply supported beam is subjected to a uniform service dead load of 1.0 kip/ft(including the weight of the beam) a uniform service live load of 2.0 kips/ft and a concentrated service dead load of 40 kips. The beam is 40ft long and a concentrated load is located 15 ft from the left end. The beam has continuous lateral support and A36 steel is used. Is W30x108 adequate? a) Use LRFD b) use ASD P₁=40* -15- 25'- WD = 1.0km W₁ = 2.0³m W30 x 108 40'-
A W310 x97 steel wide-flange section Supports a uniformly distributed line load on a simple span of 7 m. Assume A36 steel. Calculate the allowable load (kN/m). Neglect the weight of the beam. Use Fv=0.4 Fy Material Steel ASTM A36 or A501 Steel (high-strength low-alloy) ASTM A992 Steel AISI 1020 hot-rolled Steel AISI 1040 hot-rolled Stainless steel (annealed) Cast iron (gray) Aluminum alloy 6061-T6 Magnesium alloy Titanium alloy Brass (rolled) Bronze (cast) Copper (hard drawn) Concrete Density kg/m³ x 10³ 7.85 7.85 7.85 7.85 7.85 7.21 2.64 1.794 4.40 8.56 8.56 8.81 2.40 Mod. of Mod. of Elasticity E MPa Rigidity G MPa x 10³ x 10³ 207 83 207 207 207 200 103. 70 45 114 97 83 103 21.5 83 79.3 79.3 80 41 28 17 45 41 34 41 Tensile Yield Strength F, MPa 250 345 210 290 280 240 210 900 340 170 280 Ultimate Strength MPa Tens. Comp. 400 450 380 520 580 140 260 280 970 410 230 380 550 390 21 Shear Coeff. of Thermal Expansion m/m/c x 10-6 260 11.7 11.7 11.7 Poisson's Ratio μ 0.25 9.9 0.25 11.7 0.25…
In the built-up girder shown below that has an unbraced length of 25 ft. (L-25 ft) and moment gradient factor of C,-1, determine the maximum flexural design strength. E-29000 ksi Fy-50 ksi PL 25x0.6" PL 35*0.3" PL 25x0.6"
A simply supported steel joist of 4 m effective span is laterally supported throughout. It carries a total UDL of 40 kN (inclusive of self weight). Design an appropriate section using steel of grade Fe410. The following two beam sections are available ISMB 150 @ 146 N/m ISMB 175 @ 191 N/m b₁ = tf = 8.6 mm t = 5.5 mm bf = 80 mm = 7.6 mm tf t = 4.8 mm 1₂=726.4 x 104 mmª = 96.9 x 103 mm³ 22 Z₂ R₁ Zp = 9 mm = 110.5 x 103 mm³ = 90 mm = 1272 × 104 mm² Izz Z = 145.4 x 10³ mm³ = 10 mm R₁ Z₁ = 166.1 x 10³ mm³
PLATE #3 PROBLEM: A built up section of A992 steel is made from plates fully welded together. The flanges consist of PL16x380 and PL12x500 for the web. Check the beam for flexure. Total load Deflection is limited to L/240. Cite all applicable specifications you used to solve the problem from NSCP 2015. 1. For full lateral support 2. For Lateral bracing at supports and midspan of AB. WD 3. For lateral bracing at supports only, what maximum w and w₁ can the beam carry for WL A WD = 26 kN/m_Includes self wt. WL = 40 kN/m B 10m ee m 2m PL16x380 PL12x500 X = 1.5.
ASAP PLSS I GIVE UPVOTEE ? ♥
ASSIGNMENT #5 PROBLEM: A built up section of A992 steel is made from plates fully welded together. The flanges consist of PL16X380 and PL12X500 for the web. Check the beam for flexure. Total load Deflection is limited to L/240. Cite all applicable specifications you used to solve the problem from NSCP 2015. 1. For full lateral support 2. For Lateral bracing at supports and midspan of AB. 3. For lateral bracing at supports only, what maximum w, and w, can the beam carry for " = 1.5. PL16X380 W, = 26 kN/m Includes self wt. A W = 40 kN /m B 10m 2m PL12x500
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