Stud Design for Panel LE5
Company: Project:
FrameUpNow Lilac_Modern 9268 east Gainford Downey California 90240
Tab Name: Dwg Name: Detailer: Print Date: Page No:
Panel.1 350 S 20G WALL Lilac_Modern_350 BA 09-08-2025 1
Job Number:
500
Panel Label:
LE5
DESIGN LOADING: Steel Design Code Loading Code: Wind Speed (mph) Terrain Factor Kz Importance Factor I Topography Factor Kzt Snow Slope Factor Snow Adjustment Factor
DESIGN RESULTS: Stud Material Stud Spacing Type Nominal Wall Height Nominal Noggin Spacing Max Nominal Stud Spacing Actual Nominal Stud Spacing Stud Engineering Compliance
AISI S100-20 LRFD IBC 2015 LRFD
350S162-33-50 Single Absolute
W115 1.00 1.00 1.00
8'-0" 8'-0" 1'-1" 2'-0"
1.0 1.0
%
Manually Altered
Yes
Wall Location Usage Type Dead Load (G)
External
Load Bearing
SECTION DIMENSIONS (SINGLE STUD):
215.8 229.5 229.5 229.5 322.7 314.5 45.2 0.0
plf plf plf plf plf plf plf plf
Section Shape Section Height Section Width Lip Length
LC
Live Load (Q1 = max(Q2,Q3)) Roof Live Load (Q2) Floor Live Load (Q3) Live Load (Q4 = Q2+Q3) Snow Load (S) Wind Up Load (Wu) Wind Down Load (Wd) Wind Horizontal Load (Wh) Wind Horizontal C&C (WhCC)
3.50 1.62 0.50
in in in in in in
Inside Radius Material Thickness Service Hole Width Yield Strength Tensile Strength
0.0780 0.0346
1.50
50 60
Ksi Ksi
24.4 34.5 20.6 250 160
psf psf plf
Panel Self Weight Applied Point Load (P) Impact Load (P2)
SECTION PROPERTIES (SINGLE STUD):
lb lb
Gross Area Section Mass Centroid Left Centroid Top
0.2580 0.903 0.53 1.73 0.510 0.098
in² lb/ft
in in
LOAD CASE RESULTS:
Max Stud Spacing
(single stud):
Second Moment of Inertia Ix Second Moment of Inertia Iy Radius of Gyration rx Radius of Gyration ry
in ⁴ in ⁴ in in
1.2G + 1.6Q2 + 0.5Q3 1.2G + 0.5Q2(or S) + 1.6Q3 1.2G + 0.5Q3 + 1.6S 1.2G+0.5Q2(or S)+0.5Q3+1.0Wh 1.2G + 1.6Q2(or S) + 0.5Wh 1.2G + 1.6P1
23.90 35.60 19.30 39.45 15.00 13.50 16.18 53.17 142.16
in in in in in in in in in
1.41 0.62 1.33
Shear Centre x Shear Centre y Polar Gyration ro Torsion Constant J Warping Constant Cw
in in in
0.0000
2.04
1.0WhCC 0.42WhCC
0.0001033
in ⁴ in ⁶
0.2765
P2
SECTION CAPACITIES (SINGLE STUD): Shear Capacity Φ vVn
1000 10863 6165 1247
lb lb lb lb
Tension Capacity Φ tTn Compression Capacity Φ cPno Compression Capacity Φ cPn Bending Capacity Φ bMnxo- Bending Capacity Φ bMnx- Bending Capacity Φ bMnxo Bending Capacity Φ bMnx
826 372 826 372
lb-ft lb-ft lb-ft lb-ft
FRAMECAD Structure (Version 9.2.5.23)
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