Stud Design for Panel LE9
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:
LE9
DESIGN LOADING: Steel Design Code Loading Code: Wind Speed (mph) Terrain Factor Kz Importance Factor I Topography Factor Kzt
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'-4" 2'-0"
Wall Location Usage Type Dead Load (G)
External
%
Load Bearing
Manually Altered
Yes
0.0 0.0 0.0 0.0 0.0 0.0 0.0
plf plf plf plf plf plf plf psf psf plf
Live Load (Q1 = max(Q2,Q3)) Roof Live Load (Q2) Floor Live Load (Q3) Live Load (Q4 = Q2+Q3) Wind Up Load (Wu) Wind Down Load (Wd) Wind Horizontal Load (Wh) Wind Horizontal C&C (WhCC)
SECTION DIMENSIONS (SINGLE STUD):
Section Shape Section Height Section Width Lip Length
LC
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
24.4 34.5 28.1 250 160
1.50
Panel Self Weight Applied Point Load (P) Impact Load (P2)
50 60
Ksi Ksi
lb lb
SECTION PROPERTIES (SINGLE STUD):
LOAD CASE RESULTS:
Max Stud Spacing
Gross Area Section Mass Centroid Left Centroid Top
0.2580 0.903 0.53 1.73 0.510 0.098
in² lb/ft
(single stud):
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
354.33 354.33 354.33 354.33 22.50 45.50 16.18 53.17 142.16
in in in in in in in in in
in in
Second Moment of Inertia Ix Second Moment of Inertia Iy Radius of Gyration rx Radius of Gyration ry
in ⁴ in ⁴ in in
1.41 0.62 1.33
1.0WhCC 0.42WhCC
Shear Centre x Shear Centre y Polar Gyration ro Torsion Constant J Warping Constant Cw
in in in
0.0000
P2
2.04
0.0001033
in ⁴ in ⁶
0.2765
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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