Structural Steel Design (6th Edition)
6th Edition
ISBN: 9780134589657
Author: Jack C. McCormac, Stephen F. Csernak
Publisher: PEARSON
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Chapter 10, Problem 10.18PFS
To determine
The selection of the most economical W section by using LRFD and ASD methods.
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DETERMINE THE BEARINGS OF THE POLYGON/TRAVERSE
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Structural Steel Design (6th Edition)
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- 54 7h de зк +F B + 8 8 Ө 6 A=Sin² E=290ooks for diagonal members A= 30.25in² E = 1800 ksi for hoizontal & Vertical members For Primary Structure revive roller@c, make Da roller and cut BF For redundant structures Redundant " " 2 склес しん Ik @D 3 14 @ BF しん ↑arrow_forwardA3.2- The 4.5m long cantilever beam is subjected to the specified uniformly distributed dead load 7.0 kN/m (including self-weight) and to the specified uniformly distributed live load 8.0 kN/m. The beam is made of normal density concrete containing maximum 20mm aggregate size with f'c = 25 MPa. Design the shear reinforcement for the beam using U-stirrups and fy = 400 MPa. Figure 2 WDL = 7.0 kN/m WLL=8.0 kN/m 4.5 m 450 mm' 380 mm *250 mm 3-30M Cross-sectionarrow_forwardA3.1- A simply supported beam is subjected to factored concentrated load of 400 kN at mid-span. The beam has a 10m span and a rectangular cross-section with bw = 350mm, effective depth d = 520mm, and total height h = 620mm. a) Ignor the self-weight of the beam and design the required shear reinforcement for the beam. Use 10M U-stirrups. b) Sketch the beam elevation and show the stirrups. Given: The beam is reinforced with 5-25M longitudinal bars f'c = 30 MPa fy = 400 MPa Maximum aggregate size: 20mm Figure 1 P= 400 kN k 5.0 m + 5.0 m 620 mm 520 mm 350 mm + Cross-sectionarrow_forward
- + 54 7h de зк +F 8 B 8 Ө 6 For Primary Structure remove and cut BF For redundant structures Redundant " " 2 склес しん Ik @D 3 14 @ BF しん ↑ A=Sin² E=290ooks for diagonal members A= 30.25in² E = 1800 ksi for hoizontal & Vertical members roller@G, make Da rollerarrow_forwardAn urban freeway is to be designed using the following information. AADT = 52,600 veh/day K (proportion of AADT occurring during the peak hour): D (proportion of peak hour traffic traveling in the peak direction): Trucks: 0.11 0.65 8% of peak hour volume PHF = 0.94 Lane width: Shoulder width: Total ramp density: Terrain: 12 ft 10 ft 0.5 interchange/mile; all interchanges are to be cloverleaf interchanges rolling Determine the number of lanes in the peak direction required to provide LOS C. (Assume commuter traffic and assume no RVs.) lanes Show all calculations required. (Calculate your answers for the peak direction only. Enter fy the peak hour volume in veh/h, the free flow speed in mi/h, the demand flow rate in pc/h/In, the mean speed in mi/h, and the density in pc/mi/In.) fHV peak hour volume free flow speed demand flow rate mean speed veh/h mi/h pc/h/In mi/h density pc/mi/Inarrow_forwardThe beam shown in the figure below is a W16 × 31 of A992 steel and has continuous lateral support. The two concentrated loads are service live loads. Neglect the weight of the beam and determine whether the beam is adequate. Suppose that P = 56 k. For W16 x 31: d=15.9 in., t = 0.275 in., h/t = 51.6, and M = M₁ = 203 ft-kip, M/ P P = = Mp/ =135 ft-kip. 6' W16 x 31 a. Use LRFD. Calculate the required moment strength, the allowable shear strength, and the maximum shear. (Express your answers to three significant figures.) = Mu QvVn Vu = = Beam is -Select- b. Use ASD. ft-kip kips kips Calculate the required moment strength, the allowable shear strength, and the maximum shear. (Express your answers to three significant figures.) Ma = Vn/b Va = = Beam is -Select- ft-kip kips kipsarrow_forward
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- Compute the nominal shear strength of an M10 × 7.5 of A572 Grade 60 steel (Fy = 60 ksi). For M10 × 7.5: d = 9.99 in., tw = 0.13 in., h/tw Vn = x kips = 71.arrow_forwardA flexural member is fabricated from two flange plates 1/2 × 71/2 and a web plate 3/8 × 20. The yield stress of the steel is 50 ksi. a. Compute the plastic section modulus Z and the plastic moment Mp with respect to the major principal axis. (Express your answers to three significant figures.) Z = Mp = in. 3 ft-kips b. Compute the elastic section modulus S and the yield moment My with respect to the major principal axis. (Express your answers to three significant figures.) S = My = in.3 ft-kipsarrow_forwardThe beam shown in the figure below has lateral support at the ends only. The concentrated loads are live loads. Use A992 steel and select a shape. Do not check deflections. Use C = 1.0 (this is conservative). Suppose that PL = 20 k. PL PL Use the table below. Shape Mn Mn Vn Vn Ω Ων W12 × 58 216 144 132 87.8 W12 × 65 269 179 142 94.4 W12 × 72 308 205 159 106 W14 × 61 235 157 156 104 W14 × 68 280 187 174 116 W14 × 74 318 212 192 128 W16 × 67 276 184 193 129 18' a. Use LRFD. Calculate the factored-load moment (not including the beam weight). (Express your answer to three significant figures.) Mu = ft-kips Select a shape. -Select- b. Use ASD. Calculate the required flexural strength (not including the beam weight). (Express your answer to three significant figures.) Ma = Select a shape. -Select- ft-kipsarrow_forward
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