Given: Calculate the available strength of a W14x90 with a strong axis unbraced length of 30.0 ft and weak axis and torsional unbraced lengths of 15.0 ft. The material properties and loads are as given W-shape column to carry an axial dead load of 140 kips and live load of 420 kips. The column is 30 ft long and is pinned top and bottom in both axes. Limit the column size to a nominal 14-in. shape. P₁ = 140 kips = kips 0.0£ =

Given: Calculate the available strength of a W14x90 with a strong axis unbraced length of 30.0 ft and weak axis and torsional unbraced lengths of 15.0 ft. The material properties and loads are as given W-shape column to carry an axial dead load of 140 kips and live load of 420 kips. The column is 30 ft long and is pinned top and bottom in both axes. Limit the column size to a nominal 14-in. shape. P₁ = 140 kips = kips 0.0£ =

Structural Analysis

6th Edition

ISBN:9781337630931

Author:KASSIMALI, Aslam.

Publisher:KASSIMALI, Aslam.

Chapter2: Loads On Structures

Section: Chapter Questions

Problem 1P

See similar textbooks

Similar questions

The compression member shown is made of HE300B section. If Fy is equal to 320 MPa:a) Check the section for local buckling. b) Determine the maximum compressive service load that can be supported if the live load is twice as large as the dead load.
A W18x60 is used as a beam with an unbraced length of 25 feet. Using Fy = 50 ksi and Cb =1.0, compute the nominal flexural strength. Use the AISC equations in Chapter F of the Specs tomanually solve. Then use the applicable design aids to verify your result. Please also check forcompactness. Also, as part of your solution, solve for Lp and Lr
An A36 W14X605 simply supported steel beam with span “L” carries a concentrated service liveload “PLL” at midspan. The beam is laterally supported at supports and its midspan. Consider its beam selfweight to be its service deadload, “w” (use ASEP steel manual for selfweight, w and other section properties). a. Check for compactness of the given section? b. In checking section's compactness, calculate the upper limit for compact flange category? c. In checking section's compactness, calculate the upper limit for non-compact web category?
AW 18 x 97 column is shown below. The column is made up of ASTM A992 steel. It is braced on its weak axis at distances 2m and 4m measured from the bottom support. (a) Determine its critical slenderness ratio. (b) Is the column section compact or slender? Does this column section satisfy the conditions for Section 505.3 of 2015 NSCP Vol. 1 to be used? (c) Determine the design capacity of the column. Use ASD specifications. (d) Considering that LL/DL = 3.0, determine the maximum permissible total service load that should be applied to the column for it not to fail. 000 000 000 0009
AW14 x 43 column in a braced frame has a yield stress of 50 ksi and a height of 10 ft. The column is pinned at the top and bottom and has no intermediate bracing. Determine the available strength of the column considering the critical stress for flexural buckling. From AISC Manual Table 1-1, the properties of a W14 x 43 are: A = 12.6 in^2 tw = 0.305 in bf/2tf = 7.54 h/tw = 37.4 rx = 5.82 in ry = 1.89 in Ix = 428 in4 ly = 45.2 in4 G= 11,200 ksi J = 1.05 in^4 Cw=1950 in^6 What is the nominal axial strength considering flexural buckling stress of the column section (in kips). O 310 O 468 O 447 O 375 O 420 O 436 O 517 O 280
Problem 1.A compression member is 30 feet long. It is made up of ASTM A500 Grade B (Fy= 46 ksi and Fu = 58 ksi) rectangular HSS 12x8x3/16. Assume k-value equals to 1.0 and Q= 1.0 . If the member carries an axial load composed of 26 kips dead load and 77 kips live load, is the member adequate? Use E=29000 ksi. a. Solve for the gross area.b. Compute for the design strength against squash load.c. Solve for the moment of inertia and radius of gyration for both axes. (X-X and Y-Y)d. Compute for the design strength against global buckling.e. Solve for kL/rfor both axes.(X-X and Y-Y)f. Solve for Fcr.g. Solve for design strength against local buckling.Check first if Local Buckling is applicable.h. Compute for the ultimate load to be carried by the member. Use LRFDLoad Combination.i. Does this member have enough strength? Why or why not?
The beam-column shown is part of a frame not allowed to sway. The ultimate loadings on both x and y axis are shown. Use F, = 50 ksi and LRFD specs to check if W14x90 is adequate. 400k 400k 2K/ Sok-f 20 Sok-A 40ok A ook
A floor systems has its beams spaced at 9 ft apart. The dead load is 120 psf and the live load is 110 psf. The factored LRFD uniform load on this beam due to to dead and live loads in lb/ft is equal to: Group of answer choices 2100 lb/ft 2880 lb/ft 2420 lb/ft 330 lb/ft
Example 2 (H.W) : For the simply supported beam of section shown in figure below, calculate the flexural stresses at ends and mid-span at all loading stages, then check these stresses with ACI limitations use fei' = 29 MPa, fe'= 35 MPa, Fpi= 1300 MPa, final losses =20 % live load= 5 kN/m, dead load =5 kN/m in addition to its own weight, span length= 13 m, class U and all live load is sustained. 600 mm 75 mm 700 mm I 50 mm 100 mm 100 mm
Please Determine the axial load strength and moment (without and with reduction factor) a square columns for the following conditions and draw their interaction diagrams (note the scale): When conditions are in balance During the tensile condition When the pressure condition Pure axial Pure moment
A compression member AB (HE 400 B) is pinned at both ends and braced in the weak direction as shown in the figure. Material and geometrical properties are given below. For the given loading and ASD load combination (PG+Pq=3500 KN), determine whether the section is satisfactory or not. Material: 5355 F355 MPa F 510 MPa E= 200000 MPa Section properties (HE 400 B): A: 19780 mm² d: 400 mm h: 298 mm t: 13.5 mm. tr: 24 mm b: 300 mm i,: 170.8 mm İy: 74 mm B X -BRACING IN THE WEAKDIRECTION
need asap auto like