PROBLEM: A built up section of A992 steel is made from plates fully welded togethe 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. 1. For full lateral support 2. For Lateral bracing at supports and midspans. 3. For lateral bracing at supports only. If the beam cannot carry the given loads can be loaded for w/wp = 1.5. LRFD NSCP 2010 what maximum w and WL B. A. ASD NSCP 2001 112- = 26 kN/m includes self weight W. = 40 kN/m y PL16x380

PROBLEM: A built up section of A992 steel is made from plates fully welded togethe 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. 1. For full lateral support 2. For Lateral bracing at supports and midspans. 3. For lateral bracing at supports only. If the beam cannot carry the given loads can be loaded for w/wp = 1.5. LRFD NSCP 2010 what maximum w and WL B. A. ASD NSCP 2001 112- = 26 kN/m includes self weight W. = 40 kN/m y PL16x380

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

6th Edition

ISBN:9781337094740

Author:Segui, William T.

Publisher:Segui, William T.

Chapter5: Beams

Section: Chapter Questions

Problem 5.11.8P

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A plate girder must be designed for the conditions shown in Figure P10.7-4. The given loads are factored, and the uniformly distributed load includes a conservative estimate of the girder weight. Lateral support is provided at the ands and at the load points. Use LRFD for that following: a. Select the, flange and web dimensions so that intermediate stiffeners will he required. Use Fy=50 ksi and a total depth of 50 inches. Bearing stiffeners will be used at the ends and at the load points, but do not proportion them. b. Determine the locations of the intermediate stiffeners, but do not proportion them.
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.
USE NSCP 2010 A rectangular beam reinforced for both tension and compression barshas an area of 1450 mm² for compression bars and 4350 mm² fortension bars. The tension bars and compression bars are placed at a distance of 600 mm and 62.5 mm respectively from the top of thebeam. The beam width 300 mm, fc’ = 21 MPa, fy = 415 MPa andtension steel covering is 60 mm.If it is 8 m-simply-supported beam that carries three concentratedservice live loads P applied at three quarter points of the beam (exceptat the supports), neglecting the self weight of the beam, determine themaximum value of service load P in kiloNewtons.
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.
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'-
1. Check the beam shown for compliance with the AISCS. Lateral support is provided only at the ends, and A992 steel (E345 MPa and Fu= 450 MPa). The only uniform service dead load is the weight of the beam. The 70 KN service loads are 30%DL and 70%LL. Use LRFD. IR₁ 0.90m 70,KN * W14 x 68 1.20m 70 KN * 0.90m R₂ W14x68 70 KN
An 80-foot long plate girder (see below) is fabricated from a ½-inch x 78-inch web and two 3inch x 22-inch flanges. Continuous lateral support is provided. The steel is A992. The loading consists of a uniform service dead load of 1.0 kip/ft (including the self-weight), a uniform service live load of 2.0 kips/ft, and a concentrated service live load of 500 kips at midspan. Stiffeners are placed at each end and at 4 feet, 16 feet, and 28 feet from each end. Once stiffener is placed at midspan. Determine whether the flexural strength is adequate using LRFD.
A built up section of A992 steel, F, = 345 mPa is %3D made from plates fully welded together. The flanges consist of PL16×380 and PL12×500 for the web. Use the NSCP 2015 specifications. PL16×380 W̟ = 1.5wp A Wu = 3.6wp 10m Which of the following best gives the maximum service dead load, wp? O 40.2 kN/m 26.8 kN/m O 10.8 kN/m O 96.6 kN/m B. PL12x500
Verify the adequacy of column AB, part of a sway frame structure, to carry the loads shown in the figure. The column is made of ASTM A36 steel (Fy = 250 MPa). Use ASD specifications. For determining its effective length factor, neglect inelastic effect. %3D W21X62 C W21X62 L=5 m L=5 m Flanges of Columns and web of girders are in the plane of the frame NOTE: Take note of the moment of inertia to be used (ly) for columns. W18X50 W18X50 L=5 m L=5 m P(DL) = 40 kN NM 001 = (10)d NM 00S = (1)d NY SZI = (1)d W21X62 L-4.2m W21X62 L=4.2 m
A simply supported beam is subjected to a uniform service dead load of 1.0 kips/ft (including the weight of the beam) and uniform service live load of 2.5 kips/ft. The beam is 40 feet long, The beam has continuous lateral support, and A572 Grade 50 steel is used. A572 Grade 50 steel has Fy = 50 ksi and Fu = 65 ksi. Is a W30 × 116 adequate from flexure and shear?Check both LRFD and ASD. Is the beam adequate from deflection if it allowsmaximum deflection of L/360 (dead load + liveload)?
The W36 x 135 beam shown carries service loads shown (excluding weight). It has been decided to add a 10-meter steel column at point B to eliminate excessive deflection. If the column being added is fixed at the bottom and pinned at the top, design the column that can withstand as support (Use a recommended value for K. Evaluate using LRFD and ASD). a. Use WT18 section b. Use W36 section c. Using the section at (b), determine the dimension of the base plate if the foundation dimension will be 1500mm x 1500mm. Pp = 88 kN PL = 163 kN Wp = 21 kN/m WL = 58 kN/m C B 6 m 12 m
W 14 x 142 is used as a column having a length of 9 m. long. It is hinged at the r end and fixed at the lower end but there is a lateral bracing perpendicular to minor axis of the W section at a point 6 m. above the bottom support. It is assumed to be pinned connected at the bracing point. Using A 36 steel Fy 248 MPa the NSCP Specifications. E= 200000 MPa. Properties of W 14 x 142 A-26967.69 mm2 d=374.65 mm bf=393.70 mm tf-27.00 mm tw 17.27 mm Ix 695.11 x 106 mm4 Iy = 274.71 x 106 mm4 rx = 160.53 mm ry 100.84 mm 221 Assume: Kx=0.80 for 9 m. length KY 1.9 for the length on the upper support KY-0.80 for the length on the bottom support CIVIL ENGINEERING- STEEL DENON a) Compute the slenderness ratio along y-axis. b) Compute the slenderness ratio along x-axis. c) Compute the safe axial load