| Note |
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TBDY için narinlik kontrolü olarak geçen bu hesabın raporununda US 'e göre düzenlenmesi gerekmektedir. |
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How does ideCAD control width-to-thickness Ratios according to AISC 341-16?
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| Tip |
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The width-to-thickness ratios of steel elements are automatically controlled and reported under with steel elements reports according to Table D1.1. |
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Fy = Specified minimum yield stress
Ry = Ratio of the expected yield stress to the specified minimum yield stress, Fy
Rt = Ratio of the expected tensile strength to the specified minimum tensile strength, Fu
Pa = Required axial strength using ASD load combinations, kips (N)
Pu = Required axial strength using LRFD load combinations, kips (N)
Py = Axial yield strength, kips (N)
Ca = Ratio of required strength to available axial yield strength
E= Modulus of elasticity of steel = 29,000 ksi (200 000 MPa)
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Local buckling can result in very high localized strains that , when repeated , such as in like low-cycle fatigue caused by an earthquake, can result in premature fracture of a member that is can cause very high localized stresses that can cause premature failure of an element intended to behave in a ductile manner. In order for horizontal load-bearing structural system elements to perform achieve sufficient plastic deformation under earthquake effects without local buckling under the effects of earthquakes, the width-to-thickness ratios of the compression elements must meet the conditions given in the table.
Since the plastic deformation capacity of systems with high ductility level should be relatively higher, the cross-sectional conditions that the elements that make up these systems must meet are also more restrictive.
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Table D1.1.
The width-to-thickness ratios of steel elements are automatically controlled and reported with steel elements reports according to Table D1.1.
Limiting Width-to-Thickness Ratios for Compression Elements for Moderately Ductile and Highly Ductile Members |
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Description of Element | Width-to- Thickness Ratio | Limiting Width-to-Thickness Ratio | Example |
λhd
Highly Ductile Members | λmd
Moderately Ductile Members |
Flanges of rolled or built-up I-shaped sections, channels and tees; legs of single angles or double-angle members with separators; outstanding legs of pairs of angles in continuous contact | b/t | | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.32\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
| | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.40\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Flanges of H-pile sections per Section D4 | b/t | not applicable | | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.48\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Stems of tees | d/t | | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.32\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
| | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.40\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Walls of rectangular HSS used as diagonal braces | b/t | | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.65\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
| | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.76\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Flanges of boxed I-shaped sections | b/t | | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.65\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
| | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.76\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Side plates of boxed I-shaped sections and walls of built-up box shapes used as diagonal braces | h/t | | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.65\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
| | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.76\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Flanges of built up box shapes used as link beams | b/t | | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.65\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
| | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.76\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Webs of rolled or built-up I shaped sections and channels used as diagonal braces | hw/t | | Mathinline |
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| body | --uriencoded--$$ \normalsize 1.57\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
| | Mathinline |
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| body | --uriencoded--$$ \normalsize 1.57\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Where used in beams or columns as flanges in uniform compression due to axial, flexure, or combined axial and flexure: Walls of rectangular HSS Flanges and side plates of boxed I-shaped sections, webs and flanges of built-up box shapes
| b/t h/t | | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.65\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
| | Mathinline |
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| body | --uriencoded--$$ \normalsize 1.18\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Where used in beams, columns, or links, as webs in flexure, or combined axial and flexure: Webs of rolled or built-up I shaped sections or channels [b] Side plates of boxed I-shaped sections Webs of built up box sections
| h/tw h/t h/t | For Ca ≤ 0.114
| Mathinline |
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| body | --uriencoded--$$ \small 2.57\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D(1-1.04C_a) $$ |
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|
For Ca > 0.114
| Mathinline |
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| body | --uriencoded--$$ \small 0.88\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D(2.68-C_a) $$ |
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|
| Mathinline |
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| body | --uriencoded--$$ \small \ge1.57\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
where
| Mathinline |
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| body | --uriencoded--$$ \small C_a=\frac%7BP_u%7D%7B\phi_cP_y%7D \; \; (LRFD) $$ |
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|
| Mathinline |
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| body | --uriencoded--$$ \small C_a=\frac%7B\Omega_c P_a%7D%7BP_y%7D \; \; (ASD) $$ |
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|
| Mathinline |
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| body | $$ \small P_y=R_yF_yA_g $$ |
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|
| For Ca ≤ 0.114
| Mathinline |
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| body | --uriencoded--$$ \small 3.96\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D(1-3.04C_a) $$ |
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|
For Ca > 0.114
| Mathinline |
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| body | --uriencoded--$$ \small 1.29\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D(2.12-C_a) $$ |
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|
| Mathinline |
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| body | --uriencoded--$$ \small \ge1.57\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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where
| Mathinline |
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| body | --uriencoded--$$ \small C_a=\frac%7BP_u%7D%7B\phi_cP_y%7D \; \; (LRFD) $$ |
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|
| Mathinline |
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| body | --uriencoded--$$ \small C_a=\frac%7B\Omega_c P_a%7D%7BP_y%7D \; \; (ASD) $$ |
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|
| Mathinline |
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| body | $$ \small P_y=R_yF_yA_g $$ |
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|
|  Image Added |
Webs of built-up box sections used as EBF links | h/t | | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.67\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
| | Mathinline |
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| body | --uriencoded--$$ \normalsize 1.75\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Webs of H-Pile sections | h/tw | not applicable | | Mathinline |
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| body | --uriencoded--$$ \normalsize 1.57\sqrt%7B\frac%7BE%7D%7BR_yF_y%7D%7D $$ |
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|
|  Image Added |
Walls of round HSS | D/t | | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.053\frac%7BE%7D%7BR_yF_y%7D $$ |
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|
| | Mathinline |
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| body | --uriencoded--$$ \normalsize 0.062\frac%7BE%7D%7BR_yF_y%7D $$ |
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|
|  Image Added |
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