Specifications (12) itt3 i ssrktikl�
SKY HIGH SPORTS
TIGARD, OR
STRUCTURAL CALCULATIONS
AUTO BELAY ANCHORAGE: AB 1-AB5
(6 PAGES TOTAL INCLUDING COVER SHEET)
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2007 North American Specification ASD
DATE: 4/25/2017
Sky High Sports
SECTION DESIGNATION: 600S162-43 [33] Single
Section Dimensions:
Web Height= 6.000 in I
Top Flange= 1.625 in
Bottom Flange= 1.625 in
Stiffening Lip = 0.500 in
Inside Corner Radius= 0.0712 in
Punchout Width = 1.500 in
Punchout Length = 4.000 in
Design Thickness= 0.0451 in
Steel Properties:
Fy= 33.000 ksi I
Fu= 45.000 ksi
Fya = 36.303 ksi
COMBINED AXIAL AND BENDING LOADS
INPUT PARAMETERS
Overall Wall Height=20.0
_ Lateral Load= 19.0 psf
Lateral Load Multiplied by 1.00 for interaction checks
Listed Allowable Axial Load multiplied by 1.00 for interaction checks
Lateral load not modified for deflection calculations
Studs Considered Fully Braced for Bending
K-phi (flexure) for Distortional Buckling= 0.00 lb*in/in
K-phi (axial)for Distortional Buckling = 0.00 Ib*in/in /f� G �,;,
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ALLOWABLE LOADS (Ib) C> C1(11/all':(
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BRACING SPACING Maximum
12 in 16 in 24 in KL/r
NONE 63 0 0
417
MID Pt 201 0 0
208
THIRD Pt 349 0 0
139
SHEATH 2 SIDES N/A N/A N/A
105
DEFLECTION L/240 L/180 L/120
Note:Axial loads for sheathing braced design are based on the North American Standard
for Cold-Formed Steel Framing -Wall Stud Design, 2007 Edition with 1/2 inch gypsum
sheathing and No. 6 fasteners max 12 inches on center
1,11 '111 11�� ClarkWestern Building Systems
a CW Tech Support: (888)437-3244
clarkwestern.com
2007 North American Specification ASD
DATE: 4/25/2017
Sky High Sports
SECTION DESIGNATION: 600S162-43 [33] Single
Section Dimensions:
Web Height= 6.000 in
Top Flange = 1.625 in
Bottom Flange= 1.625 in
Stiffening Lip = 0.500 in
Inside Corner Radius= 0.0712 in
Punchout Width = 1.500 in
Punchout Length = 4.000 in
Design Thickness= 0.0451 in
Steel Properties:
Fy= 33.000 ksi
Fu = 45.000 ksi
Fya = 36.303 ksi
ALLOWABLE WALL HEIGHTS- LATERAL LOAD ONLY
INPUT PARAMETERS
Lateral Load= 19.0 psf
Load Multiplier for Strength Checks= 1.00
Load Multiplier for Deflection = 1.00
Shear and Web Crippling Capacity Based on Unpunched Web
End Bearing Length for Web Crippling= 1 in
K-phi for Distortional Buckling= 0.00 Ib*in/in
ALLOWABLE SPANS-SIMPLE SPAN • /(k/4/1.- tf; `: `�
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STUD DEFLECTION LIMIT .f
SPACING L/120 L/240 L/360
12 in 22' 6" (------1-9711" 17'5"
16 in 19'6" 18' 1" 15' 10"
24 in 13'7" 13'7" 13' 7"
NOTE: Wall Heights Assume Full Support of the
Compression Flange, (Sheathing or
Mechanical Bracing).
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