Steel Beam Web Stiffener Analysis Calculator
Web Yielding, Crippling, Buckling, and Stiffener Criteria for Concentrated Load or Reaction
Per AISC 9th Edition Manual (ASD)
Input Data
Beam Size: | ||
---|---|---|
Select: | ||
Beam Load or End Reaction: | ||
Load or Reaction? (P/R) | ||
P or R = | kips | |
Design Parameters: | ||
Beam Yield, Fyb = | kips | |
Bearing Length, N = | in. | |
Unbraced Length, Lb = | ft. | |
Distance to P or R, x = | ft. | |
Loaded Flg. Restrained? | ||
Stiffener Thickness, ts = | kips | |
Stiffener Yield, Fys = | kips | |
Number of Stiff. Pairs = | ||
Beam Properties: | ||
d = | in. | |
tw = | in. | |
bf = | in. | |
tf = | in. | |
k = | in. |
Results
Minimum Size of Fillet Welds
Material Thickness of Thicker Part Joined (in.) | |
Minimum Size of Fillet Weld (in.) | |
To 1/4 inclusive | 1/8 |
Over 1/4 to 1/2 | 3/16 |
Over 1/2 to 3/4 | 1/4 |
Over 3/4 | 5/16 |
For 1-pair of stiffeners, assumed effective width of beam
web to be included in composite section is as follows: For interior load (P): 25*tw
For end load/reaction (R): 12*tw
For 2-pairs of stiffeners, assumed effective width of beam web
to be included in composite section is as follows:
For interior load (P): 25*tw+3"
For end load/reaction (R): 12*tw+3" For 3-pairs of stiffeners, assumed effective width of beam web
to be included in composite section is as follows:
For interior load (P): 25*tw+6"
For end load/reaction (R): 12*tw+6"
web to be included in composite section is as follows: For interior load (P): 25*tw
For end load/reaction (R): 12*tw
For 2-pairs of stiffeners, assumed effective width of beam web
to be included in composite section is as follows:
For interior load (P): 25*tw+3"
For end load/reaction (R): 12*tw+3" For 3-pairs of stiffeners, assumed effective width of beam web
to be included in composite section is as follows:
For interior load (P): 25*tw+6"
For end load/reaction (R): 12*tw+6"
For 1-pair of stiffeners, assumed effective width of beam
web to be included in composite section is as follows:
For interior load (P): 25*tw
For end load/reaction (R): 12*tw
For 2-pairs of stiffeners, assumed effective width of beam
web to be included in composite section is as follows:
For interior load (P): 25*tw+3"
For end load/reaction (R): 12*tw+3"
For 3-pairs of stiffeners, assumed effective width of beam
web to be included in composite section is as follows:
For interior load (P): 25*tw+6"
For end load/reaction (R): 12*tw+6"
web to be included in composite section is as follows:
For interior load (P): 25*tw
For end load/reaction (R): 12*tw
For 2-pairs of stiffeners, assumed effective width of beam
web to be included in composite section is as follows:
For interior load (P): 25*tw+3"
For end load/reaction (R): 12*tw+3"
For 3-pairs of stiffeners, assumed effective width of beam
web to be included in composite section is as follows:
For interior load (P): 25*tw+6"
For end load/reaction (R): 12*tw+6"
Note on Fillet Weld Size vs. Connected Material Thickness:
The minimum connected material (base metal) thickness to
develop a given fillet weld size is
determined by equating the base metal shear strength
to the fillet weld shear strength as follows:
t(min) = (w *(SQRT(2)/2)*0.30*70*(N))/(0.40*Fy)
where: t(min) = minimum thickness of connected material (in.)
w = fillet weld leg size (in.)
N = 1 for weld on only one side of material thickness
N = 2 for weld on both sides of material thickness
Fy = yield strength of base metal (ksi)
E70XX weld electrode is assumed above (70 ksi yield)
Case 1 - For fillet weld on one side of material thickness:
t(min) = 1.031*w (for Fy = 36 ksi material)
t(min) = 0.742*w (for Fy = 50 ksi material)
Case 2 - For fillet weld on both sides of material thickness:
t(min) = 2.062*w (for Fy = 36 ksi material)
t(min) = 1.485*w (for Fy = 50 ksi material)
The minimum connected material (base metal) thickness to
develop a given fillet weld size is
determined by equating the base metal shear strength
to the fillet weld shear strength as follows:
t(min) = (w *(SQRT(2)/2)*0.30*70*(N))/(0.40*Fy)
where: t(min) = minimum thickness of connected material (in.)
w = fillet weld leg size (in.)
N = 1 for weld on only one side of material thickness
N = 2 for weld on both sides of material thickness
Fy = yield strength of base metal (ksi)
E70XX weld electrode is assumed above (70 ksi yield)
Case 1 - For fillet weld on one side of material thickness:
t(min) = 1.031*w (for Fy = 36 ksi material)
t(min) = 0.742*w (for Fy = 50 ksi material)
Case 2 - For fillet weld on both sides of material thickness:
t(min) = 2.062*w (for Fy = 36 ksi material)
t(min) = 1.485*w (for Fy = 50 ksi material)
Note on Fillet Weld Size vs. Connected Material Thickness:
The minimum connected material (base metal) thickness to
develop a given fillet weld size is
determined by equating the base metal shear strength
to the fillet weld shear strength as follows:
t(min) = (w *(SQRT(2)/2)*0.30*70*(N))/(0.40*Fy)
where: t(min) = minimum thickness of connected material (in.)
w = fillet weld leg size (in.)
N = 1 for weld on only one side of material thickness
N = 2 for weld on both sides of material thickness
Fy = yield strength of base metal (ksi)
E70XX weld electrode is assumed above (70 ksi yield)
Case 1 - For fillet weld on one side of material thickness:
t(min) = 1.031*w (for Fy = 36 ksi material)
t(min) = 0.742*w (for Fy = 50 ksi material)
Case 2 - For fillet weld on both sides of material thickness:
t(min) = 2.062*w (for Fy = 36 ksi material)
t(min) = 1.485*w (for Fy = 50 ksi material)
The minimum connected material (base metal) thickness to
develop a given fillet weld size is
determined by equating the base metal shear strength
to the fillet weld shear strength as follows:
t(min) = (w *(SQRT(2)/2)*0.30*70*(N))/(0.40*Fy)
where: t(min) = minimum thickness of connected material (in.)
w = fillet weld leg size (in.)
N = 1 for weld on only one side of material thickness
N = 2 for weld on both sides of material thickness
Fy = yield strength of base metal (ksi)
E70XX weld electrode is assumed above (70 ksi yield)
Case 1 - For fillet weld on one side of material thickness:
t(min) = 1.031*w (for Fy = 36 ksi material)
t(min) = 0.742*w (for Fy = 50 ksi material)
Case 2 - For fillet weld on both sides of material thickness:
t(min) = 2.062*w (for Fy = 36 ksi material)
t(min) = 1.485*w (for Fy = 50 ksi material)
If Rv < R, then increase beam size,
namely depth (d) and/or web thickness (tw).
namely depth (d) and/or web thickness (tw).
If Rwy < P or R, then bearing
stiffeners are required for the web.
stiffeners are required for the web.
If Rwc < P or R, then bearing
stiffeners are required for the web.
stiffeners are required for the web.
If Rwb < P or R, then bearing
stiffeners are required for the web.
stiffeners are required for the web.
If ts < ts(min), then increase
stiffener plate thickness (ts).
stiffener plate thickness (ts).
If Fa < fa, then increase
stiffener plate thickness (ts).
stiffener plate thickness (ts).
If weld size > max. weld,
then increase stiffener plate thickness (ts).
then increase stiffener plate thickness (ts).
If weld size > max. weld, then
increase stiffener plate thickness (ts).
increase stiffener plate thickness (ts).
If Rv < R, then increase beam size,
namely depth (d) and/or web thickness (tw).
namely depth (d) and/or web thickness (tw).
If Rwy < P or R, then bearing
stiffeners are required for the web.
stiffeners are required for the web.
If Rwc < P or R, then bearing
stiffeners are required for the web.
stiffeners are required for the web.
If Rwb < P or R, then bearing
stiffeners are required for the web.
stiffeners are required for the web.
If ts < ts(min), then increase
stiffener plate thickness (ts).
stiffener plate thickness (ts).
If Fa < fa, then increase
stiffener plate thickness (ts).
stiffener plate thickness (ts).
If weld size > max. weld,
then increase stiffener plate thickness (ts).
then increase stiffener plate thickness (ts).
If weld size > max. weld, then
increase stiffener plate thickness (ts).
increase stiffener plate thickness (ts).
Disclaimer: This calculator is not intended to be used for the design of actual structures, but only for schematic (preliminary) understanding of structural design principals. For the design of an actual structure, a competent professional should be consulted.
‘Calculations courtesy of Alex Tomanovich, PE ’