- Part 3/4 for the Solved Problem 9-9-6, How To Find LL?
- Brief content of the video.
- The limiting coefficient Lp/ry for the built-up section.
- Check lateral torsional buckling, the value of Lp for the built-up section.
- Part 3/4 Of The Solved Problem.the equation of Lr.
- Review of J polar for non-round shapes.
- Review of j polar for the non-round shapes.
- J- value for the built-up section.
- Estimation of the coefficient of bending cb.
Part 3/4 for the Solved Problem 9-9-6, How To Find LL?
Brief content of the video.
This is the third video, we are concerned by the lateral-torsional buckling, we continue discussing the solved problem of Prof. Salmon, which includes How to compare the bracing length lb as given by part 3/4 of the solved problem 9-9-6, as =15′ with both values of lp the bracing length in the case of Lp, and how to determine Lr length for the given built-up section.
A discussion of how to determine the J value for the circular and non-circular section and how J be estimated for this section? This is a part of the video that has a subtitle and a closed caption in English.
You can click on any picture to enlarge then press the small arrow to review all the other images as a slide show.
The limiting coefficient Lp/ry for the built-up section.
As we can see from the beginning of our solved problem that the bracing distance=15′, we want to get the Nominal moment due to lateral -torsional buckling and compare the value obtained against Mn due to Local buckling.
How to get the ry? it is obtained from the relation of r^2y= Iy/A, then we estimate Lp/ry, for the limiting ration Lp/ry=300/ sqrt(Fy).
In our part 3/4 for the solved problem where Fy=65 ksi, Lp/ry limiting ration =300/sqrt(65)=37.21, then the value is to be multiplied by ry.
After estimating its value, but we have a rather tough equation for Lr. First, we will estimate the ry value, for our built-up section where, r^2y=Iy/A, for Iy we estimate as we have a two flange and one web, then Iy can be estimated by the relation, Iy =parallel*perpendicular^3/12, for the flange=(5/8)*(16^3/12).
Multiply by 2 to include the lower flange as well. While for the web, Iy web=(26)*(5/16)^3/12. then Iy for the section=426.74 inch4.
Check lateral torsional buckling, the value of Lp for the built-up section.
The total area At, we have estimated earlier as At/2=14.0625 inch2. Then At=2*14.0625= At=28.125 inch2.
ry =sqrt(Iy/At)=sqrt(426.74/28.125)=3.895 inch, that is the value of the ry.
The radius of gyration for the Y-axis, then the plastic distance between bracings Lp limiting value=37.21*3.895=145.00 inch.
To convert to ft, divide /12=145/12=12.077 feet, Lp=12.10′. In our solved problem, part 3/4, the span is 45 feet, and the distance between bracings Lb=(L/3)=15″. L bracing=15′, the author aims to discuss the section in the second zone where Lb>Lp and <Lr.
Part 3/4 Of The Solved Problem.the equation of Lr.
Let us estimate each item Cw= Iy*h^2/4c^2, Iy= 426.74 inch4. The Mn value is between Mnp=1728 ft-kips and Mr=1114 ft-kips, but for Lr relation, Lr=1.95*rts* (E/0.70Fy)*sqrt(J*c/Sx*ho*sqrt(1+sqrt(1+6.76Fy*(0.7*Fy*Sx*h0/(E*j*c)^2.
Let us estimate each item Cw= Iy*h^2/4c^2, Iy=426.74 inch4, ok, to estimate then ho=(27.25-5/8)=26.625 inch.
ho^2=(26.625)^2 inch2., taken as ho^2, to review the relation, ho is the distance between the CG of flanges.
The overall distance=total height-(tf/2)),Cw=426.74*(26.625)^2/ 4* c^2, where c=1 for doubly symmetrical sections.cw=75628 inch6.For r^2ts =sqrt(Iy*Cw/ry).
The equation, rts=(sqrt(Iy*Cw)/Sx), where Iy=426.74 inch4, Cw warping coefficient Cw=75628, I have estimated all these values, since we are not able to use the tables given by The AISC since our section is a built-up section.
r^2ts= sqrt(426.74*7.5628)/Sx, where Sx=294 inch3. then r^2ts=sqrt(426.74*7.5628)/294=19.32, then rts=4.395 inch
We will estimate Lr=1.95*rts*(E/0.70*Fy), ts=4.395, E=29000ksi, Sx=294 inch3, Fy=65 ksi. This bracket value(1.95*4.395*29000/0.70*65)*sqrt(J*C)/sqrt(Sx*ho) where J is the torsional constant first, C=1, Sx =294, ho=26.625″.
The big square root, but first I have estimated the value of (1.954.39529000/0.7065)1/sqrt(29426.625), was considered as 61.7395, then multiplied by sqrt(J1)sqrt(1+sqrt(1+6.67(0.765)(29426.625^2/(29000J*1).
I have computed most of the items for the square roots until we estimate the J value. The square roots are re-written as sqrt(1+sqrt(1+6.76*12.815/ j^2).
Review of J polar for non-round shapes.
From Prof. Beer’s handbook chapter -3 If we have a fixed circular at one end, the longitudinal axis due to the torsion occurring will be wrapped, and point A will move up to become point A’.
The torsion causes an angle phi φ to take place, the rounded portion movement caused by the torsion=R*φ.
The shear strain gamma γ is the change of the length /original length=radial Angle=tan γ=R*φ/L.
As we remember the bending moment stress, f=M*Y/I, which causes Compression stress at the top and tension stress at the bottom, but that equation is for the bending moment, now we have a torsion, τ the shear stress will be used instead of the bending stress f, τ max.
The torsion moment T will replace M, while y-max in the case of bending moment, will be replaced by R, since the section is round, where R is the radius, and instead of I, the polar moment of inertia I-polar will be used.
I polar is considered as Jp then the equation will be τmax=T*R/Jp, the strain gamma γ =R*φ/L, but as strain=τmax/G.
G instead of I to be used, but τmax=T*R/J. γmax= R*φ/L=T*R/Jp. Finally, we get the expression of φ=T*L/(Jp*G).
Review of j polar for the non-round shapes.
For the non-round shapes, due to torsional, due to fixation on one side.
If we have a look at an element of length L, due to opposite Torsional moments, one at the fixed part, the other one acts at the free end, and both act against each other.
Check the τmax and φ in this case. By using the mathematical theory of elasticity for a straight bar is used for uniform rectangular cross-section, then τmax =T/c1*ab^2, where a is the longer side length, while b is the shorter distance,
While φ=TL/Jpg will be replaced by TL/(c2ab^3)Jp as if Jp=c2ab^3, where c1 and c2 depend on a/b.
c1=c2=1/3(1-0.63b/a) for case of a/b>=5 only.
J- value for the built-up section.
The built-up section, where the web height is > its width, can be considered as a group of rectangles.
For c1 =c2 to be used at infinity, where c1=c2=1/3 and Jp =1/3*a*b^3.
Now refer to the next slide, where J =1/3ab^3, then φ= TL/((1/3)ab^3G) for the case of a rectangle. For the I beam, J will be the sum of 1/3ab^3, where a is the longer side while b is the shorter side.
Now refer back to Lr for the value of J, which is the sum of(1/3)*a*b^3 or 1/3*sum of (longer side)*(shorter side)^3.
For the flange at top and bottom, a=16″, b=5/8″, for the web a=26″ and b=5/16″, J=1/3(16*5/8^3*2+ 26*(5/16)^3). J=2.868 inch3.
For the Lr=61.7392*sqrt(2.868)*sqrt(1+sqrt(1+123.25/(2.868)^2.
This a detailed calculation to find out the final value.Lr=104.575* (3.4897)divide by 12,Lr=30.41′.
Lb is>Lp and <Lr.
Estimation of the coefficient of bending cb.
The next step is to estimate the Coefficient of bending Cb to continue to calculate the Mn due to lateral-torsional buckling.
The next post will include the calculation of the Cb value. These are the moment values for the middle third of the span.
This is the pdf file used in the illustration of this post.
This is the next post Part 4/4 of the Solved problem 9-9-6 How To Find LL?
This is a very useful external resource for steel beams. Chapter 8 – Bending Members.