Design a W14, 20ft long column to carry an axial load of 800k. Fy=50ksi, fix - pin condition and braced at 10ft in the weak direction
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- For the beam shown pind IL. Por RA dueto uniferm load (sENim) and concentrated load (lokn) only positive RA J 2m Im, Lm, 1m IL RAFor the beam shown Pind IL. Por RA dueto uniferm load (sKNim) and concentrated load (lokn) only positive RA ) 2m 1m, Lm, 1m IL. RA5-17. A 24 ft axially loaded W12 x 96 column that has the bracing and end support condi- tions shown in the figure. 10 ft Determine: a.) LFRD design strength b.) ASD allowable strength 24 ft 14 ft х-х ахis У-у ахis FIGURE P5-17
- 1. Design the most economical A36 steel base bf plate to resist a dead lgad = 1,400 kN and a live load = 1,700 kN. The column is supported by a m 700 mm x 700 mm concrete pedestal with fc' = 27 MPa. The column section used is W14x500. d. 0.95d N A W16x100 is used as a column to carry an axial load of 1,200 kN. Design a base plate to support the column such that m & n_are approximately the same. The base plate is to rest fully on a concrete pedestal with fc' = 21 MPa. Use A50 steel base plate. 2. m •0.80bf n RING20lwl skNC 301) 13 D. 4m lokw A 3m ろm 3mg 10KN Solve for the member force on member BG using method of sections. Indicate if it's in tension or compression loulend 2m し 3m L enD 50 kN 20KJ /m 3m Solve for the location and value of the maximum bending moment 士Aro blen AW1RX14) is used ac a column to support an axial load OF 1784 KN and monenta about the x -axıs equal to 180 KN - m, and moment about the y-axis of 6o KN -m. the column section has an unsupported height of 3. om consisting oF A34 steel with Fy =248 MPa which Is braced against sideway. there ore no transverse loads and Kx =1.0 and Ky=1.o. the Column is bent in reverse Curvatucc about both axes wrth cqual end moments - Properties of Wi2X161 1. compute thc allowable axial stress IF only axial stress 30580.6 mm? area Occurs . 352.35 mm depth a. compute the allowable bending stress about the x-aris 317. 88 mm oF Flange thickness of plange Wicth 3. compute the allowable bending stress about the y-axis the interaction values por an al and bnding m ר.37 22.99 mm 1. Compute stresses web thicknesS 36 38 X(03 Sx 1273 Xj03 Rx 144.78 mm 81.28 mm
- Problems / Eqi FUNDAMENTAL PROBLEMS All problem solatioIS must include an FBD. FS-1. Determine the horizontal and vertical companents of reaction at the supports. Neglect the thickness of the beam. FS sup SCI tb t tb-ft 5t 511 F5-1 Determine the harizontal and irnts6. Design Wide flange section of A992 steel to serve as a pinned- end main member column 30 ft long to carry an axial compression loads in a unbraced structure, based on AISC LRFD method. The dead load is 100 kips and live load is 150 kips at the top of the column. It is assumed that the column is braced with steel beams for both directions at height, 16 ft. Total beam reaction is dead load 30 kips and live load 90 kips at mid-height. Assume the bearing type connection with threads excluded form the shear planes, and double row of bolts is used. %3D A992 14'-0" steel %3D 16'-0" t.1-74 The W8x 67 wide- flange A- 36steel Column Con bbe assumed fired at is based and pinned at t top. Determinie the largiest axial load, P that Can be Capplied without Causing e it to buckle 25ft
- 4.6-2 A 20-foot long column is pinned at the bottom and fixed against rotation but free to translate at the top. It must support a service dead load of 110 kips and a service live load of 110 kips. a. Select a W12 of A992 steel. 1. Use LRFD. 2. Use ASD.Bearing plate is design to distribute the reaction of W12x65 with a span length of 12 ft center-to-center of supports. The total service load including the beam weight is 15 kips/ft with Live load / Dead load ratio equals to 2. The beam is to be supported on RC walls with f’c =4,000 psi. For the beam, Fy = 50 ksi and Fy = 36 ksi for the plate. Use LRFD. If ℓb = 8 inch and B = 14 inch, what is the minimum computed thickness of the bearing plate in inch? Express your answer in three decimal places.Bearing plate is design to distribute the reaction of W12x65 with a span length of 12 ft center-to-center of supports. The total service load including the beam weight is 15 kips/ft with Live load / Dead load ratio equals to 2. The beam is to be supported on RC walls with f'c =4,000 psi. For the beam, Fy = 50 ksi and Fy = 36 ksi for the plate. Use LRFD. What is the minimum bearing length, {, to prevent web yielding in inch? Express your answer in two decimal places.