Last Updated on September 9, 2024 by Maged kamel
How to design a beam using design chart with given lr?
It is required to design a beam section for cb=1, Fy =50 ksi, under Ultimate moment Mult= 544.0 ft kips, Ma=362 ft-kips, and given bracing length Lbr=18′.
Discussion of Table 3-10, design chart.
Table 3-10, design chart, from the construction manual-15. Table 3-10 is the graphical representation of Table 3-2, in which all W sections are sorted based on Zx.
The start page for W sections is at page 3-92, for Cm#15. The final page for Table 3-10 is page 3-127. The page 3-128 includes a table for C channel. For the page included in the next slide image ains at the left side ฯb*Mn for the LRFD design and Mn/ฮฉb for ASD design. As for the bracing length, lb, it starts from 0 ft to 18′ as shown in the next slide.
The value of ฯb*Mn starts from 0 to 60 ft-kips & for Mn/ฮฉb, it starts from 0 to 40 Ft-kips, accordingly, since ฯb*ฮฉb =1.50.
The next slide image shows another page of table 3-10, where the horizontal axis from 18 feet to 34 feet. The value of ฯb*Mn starts from 60 to 120 ft-kips & for Mn/ฮฉb, it starts from 40 to 80 Ft-kips, accordingly, since ฯb*ฮฉb =1.50.
This is the first page of Table 3-10 on page 3-92 from CM#15. for the design of W- sections,ย The value of ฯb*Mn starts fromย 7,500 to 12,000 ft-kipsย &ย for Mn/ฮฉb, it starts from 5,000 to 8,000 Ft-kips; accordingly, since ฯb*ฮฉb =1.50.
How to get the proper section for a beam by using the design chart-AISC table 3-10?
For A given Mult=544.0 ft-kips and cb=1, lb, the bracing length=18′, the appropriate page is page No.3-155, from which ฯb*Mn starts from 450 to 600 ft-kips & for Mn/ฮฉb it starts from 300 to 450 Ft-kips, lb from 0 feet to 20′.
The following steps are shown in the next two slides: draw a horizontal line for the value of Mult or ฯb*Mn=544 ft-kips between ฯb*Mn =450-600 ft-kips. Step 2: Draw a vertical line from lb=18′. Select the first solid line on the right side at the intersection of these two lines. Do not select any dotted lines since these lines represent an uneconomic solution.
Check the first solid section, which will be W24x88. The section will give a value if the factored moment is 544 Ft.kips.
Comparison between using Table 3-10 and Table 3-2.
Suppose we will design the steel beam as a W-section using Table 3-2. As the selection for W sections is by Z-section, what will be our procedures?
The first choice for the design of a steel beam.
1- Get the Z value of the section based on the relation Zx=Mult/ฮฆb*Fy, which, as per the given data, will be 145.0 inch3.
2- Proceed to Table 3-2 to select a higher value of Zx,>145.0 inch3.
Our first choice will be W24x62, which has Zx=153.0 inch3.
Our Lp=4.87′ and Lr=14.40′, with a given ฮฆb*Mn=570.0 ft- kips for Lp=4.87′, and ฮฆb*Mr for Lr=344 Ft-kips.
Please refer to the next slide for more details.
Please refer to Table 3-2 for the relevant data for section W24x62.
3-Since our bracing length lb =18′, which is > Lr, the section carrying capacity is <344 ft-kips, but our given Mult is 544 ft-kips, so the section cannot have the given Mult, so this option is not satisfactory.
I have included a graph betweenฮฆb*Mn and Lb for W24x62, the first choice; it is clear that the moment strength value is less than ฮฆb*Mr.
The second choice for the design of a steel beam.
1- For the second option, we proceed to W21x68 with Zx=160.0 inch3, we can find that Lp=6.36′ and Lr=18.70′, with a given ฮฆb*Mn=600.0 ft- kips Lp=6.36′, and ฮฆb*Mn for Lr=368 Ft-kips.
2- Since our lb =18′, Then the ฮฆb*Mn is between 600 and 368 Ft-kips, exactly =369.0 ft-kips, which is <Mult=544.0 Ft-kips, so again, the section can not carry the given Mult, then this option is not satisfactory.
Please refer to Table 3-2 for the relevant data for section W21x68.
I have included a graph betweenฮฆb*Mn and Lb for W24x62, the second choice; it is clear that the moment strength value is less than ฮฆb*Mr.
The third choice for the steel beam design complies with Table 3-10.
This is the relevant data for the third choice, W24x84, with Lp=6.89′ and lr=20.30′. The good news is that Lb is between the LP and Lr values. The Zx value is 224 inch3.
ย Please refer to Table 3-2 for the Lp and Lr data for the W24x84 section. The given ฮฆb*Mpx=840 ft- kips for Lp=6.36′, and ฮฆb*Mn for Lr=515 Ft-kips.
LRFD design data for W24x84
I have included a graph betweenฮฆb*Mn and Lb for W24x84, the third choice; it is clear that the moment strength value is less than ฮฆb*Mr.
ASD design data for W24x84
Select W24x84 for cb=1. This is the check for the ASD; the selected section will give a carrying capacity of Mn/ฮฉ=380 Ft-kips>362.0 Ft-kips as given. Mp/ฮฉ=559 ft. kips and Mrx/ฮฉ=342.0 ft.kips
Please refer to the next graph for more details.
For more detailed illustrations of the CB, please follow this link: Flexural Limit State Behavior.
For the next post, A Solved problem 4-7-design using Table 3-10 when Lb>Lr.