plz need help TABLE G.2 SI unitsMod. ofElasticityMod. ofCoeff. ofRigidityThermalUltimate StrengthMPaExpansion am/m/C°x 10-6Poisson'sDensitykg/m3× 10³EGTensile YieldMPaMPaStrengthFy ksiRatioMaterialх 103x 103Tens.Comp.Shear250Steel ASTM A36or A5017.852078340011.70.25Steel (high-strengthlow-alloy) ASTMA9927.852078334545011.70.25Steel AISI 10207.8520779.321038011.70.25hot-rolledSteel AISI 10407.8520779.329052011.70.25hot-rolledStainless steel(annealed)7.852008028058041011.70.25Cast iron (gray)7.211034114055022010.60.26Aluminum alloy6061-T62.64702824026019023.60.33Magnesium alloy1.794451721028014026.10.34Titanium alloy4.40114459009706909.7Brass (rolled)8.56974134041034018.70.34Bronze (cast)8.56833417023039018.20.35Copper (harddrawn)8.811034128038026016.70.35Concrete2.4021.5219.90.20Concrete2.4024.9289.90.20TABLE A.2 SI unitsDesignationmm x kg/mZ, x 10³mm3Atw106 mm4103 mm3Iy106 mm4S,103 mm3mm2mmmmmmmmmmmmw1000 x 22228,300 97016.029821.140808410381980095.363658.2W920 x 39049,80093721.3041936.6745015,90038918,000454216095.5W840 x 32942,10086119.740032.5537012,40035814,000350174091.2W610 x 15319,50062214.022924.912504010254459049.543450.5W610 × 11314,50060711.222917.38742880246328034.330248.8W530 x 13817,60054914.721323.68623150221362038.736246.7W530 x 10112,90053610.921017.46162290218262026.925745.7W530 x 7291005238.8920610.93991520209175016.115642.2W460 x 6076104558.0015213.3255112018312807.9510432.3W410 x 10012,60041410.026016.93971920177213049.538062.5W360 × 11014,100 36111.425719.93311840153206055.843663W310 x 20225,70034020.131431.851630501423510166105080.3W310 x 10713,60031210.930517.02481600135177081.253177.2W310 x 9712,3003079.9130515.42221440134159072.447776.7W310 x 38.749403105.841659.6584.95471316107.287.538.4W250 x 11514,60026913.526022.11891410114160064.149366W250 x 7392902548.6425414.211389511099038.930664.5W200 x 5975502109.1420614.260.858289.765220.420051.8W150 x 2430601606.6010210.313.4167661921.8436.124.6"Flange and web thicknesses may vary due to mill rolling practices. A W200x59 steel wide-flange section supports a uniformly distributed line load on a simple span of 6 m. Assume A992 steel. Calculate the allowable load (kN/m). Neglect the weight ofthe beam. Use Fv=0.4 Fy

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A W200x59 steel wide-flange section supports a uniformly distributed line load on a simple span of 6 m. Assume A992 steel. Calculate the allowable load (kN/m). Neglect the weight of the beam. Use Fy=0.4 Fy

A W200x59 steel wide-flange section supports a uniformly distributed line load on a simple span of 6 m. Assume A992 steel. Calculate the allowable load (kN/m). Neglect the weight of the beam. Use Fy=0.4 Fy

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 10.7.3P

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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.
A column in a building is subjected to the following load effects: 9 kips compression from dead load 5 kips compression from roof live load 6 kips compression from snow 7 kips compression from 3 inches of rain accumulated on the roof 8 kips compression from wind a. If lead and resistance factor design is used, determine the factored load (required strength) to be used in the design of the column. Which AISC load combination controls? b. What is the required design strength of the Column? c. What is the required nominal strength of the column for a resistance factor of 0.90? d. If allowable strength design is used, determine the required load capacity (required strength) to be used in the design of the column. Which AISC load combination controls? e. What is the required nominal strength of the column for a safety factor of 1.67?
A W1422 acts compositely with a 4-inch-thick floor slab whose effective width b is 90 inches. The beams are spaced at 7 feet 6 inches, and the span length is 30 feet. The superimposed loads are as follows: construction load = 20 psf, partition load = 10 psf, weight of ceiling and light fixtures = 5 psf, and live load = 60 psf, A992 steel is used, and fc=4 ksi. Determine whether the flexural strength is adequate. a. Use LRFD. b. Use ASD.
The frame shown in Figure P4.7-8 is unbraced, and bending is about the x-axis of the members. All beams areW1835, and all columns areW1054. a. Determine the effective length factor Kx for column AB. Do not consider the stiffness reduction factor. b. Determine the effective length factor Kx for column BC. Do not consider the stiffness reduction factor. c. If Fy=50 ksi, is the stiffness reduction factor applicable to these columns?
Determine the smallest value of yield stress Fy, for which a W-, M-, or S-shape from Part 1 of the Manual will become slender. To which shapes does this value apply? What conclusion can you draw from your answer?
Use the composite beam tables and select a W-shape and stud anchors for the following conditions: Span length = 18 6 Beam spacing = 9 ft Total slab thickness = 51 2 in. (the slab and deck combination weighs 57 psf). Lightweight concrete with a unit weight of 115 pcf is used Construction load = 20 psf Partition load = 20 psf Live load = 225 psf Fy=50 ksi and fc=4 ksi A cross section of the formed steel deck is shown in Figure P9.8-9. The maximum live-load deflection cannot exceed L/360 (use a lower-bound moment of inertia). a. Use LRFD. b. User ASD.
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.
A beam is part of the framing system for the floor of an office building. The floor is subjected to both dead loads and live loads. The maximum moment caused by the service dead load is 45 ft-kips, and the maximum moment for the service live load is 63 ft-kips (these moments occur at the same location on the beam and can therefore be combined). a. If load and resistance factor design is used, determine the maximum factored bending moment (required moment strength). What is the controlling AISC load combination? b. What is the required nominal moment strength for a resistance factor of 0.90? c. If allowable strength design is used, determine the required moment strength. What is the controlling AISC lead combination? d. What is the required nominal moment strength for a safety factor of 1.67?
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.
Compute the nominal shear strength of an M107.5 of A572 Grad 65 steel.
Compute the nominal shear strength of an M1211.8 of A572 Grade 65 steel.
Use A992 steel and select a W14 shape for an axially loaded column to meet the following specifications: The length is 22 feet, both ends are pinned, and there is bracing in the weak direction at a point 10 feet from the top. The service dead load is 142 kips, and the service live load is 356 hips. a. Use LRFD. b. Use ASD.