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The document summarizes the results of a steel design report checking the design of member 1 (D 7) under various load cases. Member 1 is an L3x3x1/2 angle section. For each load case, the document checks bending stress, shear stress, deflection, tension, slenderness, compression, and combined stresses against design limits to verify the member is adequately designed. All checks showed the member design is under the specified limits by 49-100% indicating the design is sufficient.

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Nguyễn Quốc Phượng
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105 views516 pages

TANK

The document summarizes the results of a steel design report checking the design of member 1 (D 7) under various load cases. Member 1 is an L3x3x1/2 angle section. For each load case, the document checks bending stress, shear stress, deflection, tension, slenderness, compression, and combined stresses against design limits to verify the member is adequately designed. All checks showed the member design is under the specified limits by 49-100% indicating the design is sufficient.

Uploaded by

Nguyễn Quốc Phượng
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as RTF, PDF, TXT or read online on Scribd
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Steel Design Report

Checking D:\B. HOC TAP\2. Multiframe Connect Edition\BT_02.mfd to ASD code


Friday, April 10, 2020 9:18 PM

Checking design member 1 (D 7)


Members: 1,24
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 1, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 1, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 1, Load Case 1, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 1, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 1, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 1, Load Case 1, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 1, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 1, Load Case 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 1, Load Case 1, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 1, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 1, Load Case 1, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 1, Load Case 1, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 1, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.058  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.13  148.927 OK 100 under
Design Member 1, Self Weight, Major Shear
fv  Fv, 0.003  99.285 OK 100 under
Design Member 1, Self Weight, Major Deflection
  L/250, 0.002  6.0 mm OK 100 under
Design Member 1, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 5.072  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 5.021  148.927 OK 97 under
Design Member 1, Self Weight, Minor Shear
fv  Fv, 0.122  99.285 OK 100 under
Design Member 1, Self Weight, Minor Deflection
  L/250, 0.018  6.0 mm OK 100 under
Design Member 1, Self Weight, Tension
On gross area ft  Ft, 0.039  148.927 OK 100 under
On net area ft  Ft, 0.039  199.948 OK 100 under
Design Member 1, Self Weight, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 1, Self Weight, Compression
fa  Fa, 0.14  87.882 OK 100 under
Design Member 1, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.039/148.927+0.058/148.927+5.072/148.927=0.035  1 OK 97 under
Design Member 1, Self Weight, Bending + Compression
fa/Fa=0.14/87.882=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.14/87.882+0.13/148.927+5.021/148.927=0.036  1 OK 96 under
Design Member 1, Self Weight, Sway
  Y/300.0, 0.001  1500.0/300.0=5.0 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 1, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 1, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 1, Load Case 3, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 1, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 1, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 1, Load Case 3, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 1, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 1, Load Case 3, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 1, Load Case 3, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 1, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 1, Load Case 3, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 1, Load Case 3, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 1, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.243  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.109  148.927 OK 100 under
Design Member 1, Wind 1, Major Shear
fv  Fv, 0.024  99.285 OK 100 under
Design Member 1, Wind 1, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 1, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 2.704  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.567  148.927 OK 99 under
Design Member 1, Wind 1, Minor Shear
fv  Fv, 0.09  99.285 OK 100 under
Design Member 1, Wind 1, Minor Deflection
  L/250, 0.017  6.0 mm OK 100 under
Design Member 1, Wind 1, Tension
On gross area ft  Ft, 0.049  148.927 OK 100 under
On net area ft  Ft, 0.049  199.948 OK 100 under
Design Member 1, Wind 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 1, Wind 1, Compression
fa  Fa, 0.002  87.882 OK 100 under
Design Member 1, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.049/148.927+0.243/148.927+2.704/148.927=0.02  1 OK 98 under
Design Member 1, Wind 1, Bending + Compression
fa/Fa=0.002/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.002/87.882+0.109/148.927+1.567/148.927=0.011  1 OK 99 under
Design Member 1, Wind 1, Sway
  Y/300.0, 0.001  1500.0/300.0=5.0 mm OK 100 under
Checking design member 2 (D 6)
Members: 2,22
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 2, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 2, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 2, Load Case 1, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 2, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 2, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 2, Load Case 1, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 2, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 2, Load Case 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 2, Load Case 1, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 2, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 2, Load Case 1, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 2, Load Case 1, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 2, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.096  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.072  148.927 OK 100 under
Design Member 2, Self Weight, Major Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 2, Self Weight, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 2, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 10.511  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 10.502  148.927 OK 93 under
Design Member 2, Self Weight, Minor Shear
fv  Fv, 0.254  99.285 OK 100 under
Design Member 2, Self Weight, Minor Deflection
  L/250, 0.037  6.0 mm OK 99 under
Design Member 2, Self Weight, Tension
On gross area ft  Ft, 0.115  148.927 OK 100 under
On net area ft  Ft, 0.115  199.948 OK 100 under
Design Member 2, Self Weight, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  300.0 OK 66 under
Design Member 2, Self Weight, Compression
fa  Fa, 0.042  87.882 OK 100 under
Design Member 2, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.115/148.927+0.096/148.927+10.511/148.927=0.072  1 OK 93 under
Design Member 2, Self Weight, Bending + Compression
fa/Fa=0.042/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.042/87.882+0.072/148.927+10.502/148.927=0.071  1 OK 93 under
Design Member 2, Self Weight, Sway
  Y/300.0, 0.001  1500.0/300.0=5.0 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 2, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 2, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 2, Load Case 3, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 2, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 2, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 2, Load Case 3, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 2, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 2, Load Case 3, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 2, Load Case 3, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 2, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 2, Load Case 3, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 2, Load Case 3, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 2, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.233  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.104  148.927 OK 100 under
Design Member 2, Wind 1, Major Shear
fv  Fv, 0.024  99.285 OK 100 under
Design Member 2, Wind 1, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 2, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 5.059  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 3.869  148.927 OK 97 under
Design Member 2, Wind 1, Minor Shear
fv  Fv, 0.157  99.285 OK 100 under
Design Member 2, Wind 1, Minor Deflection
  L/250, 0.029  6.0 mm OK 100 under
Design Member 2, Wind 1, Tension
On gross area ft  Ft, 0.02  148.927 OK 100 under
On net area ft  Ft, 0.02  199.948 OK 100 under
Design Member 2, Wind 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 2, Wind 1, Compression
fa  Fa, 0.03  87.882 OK 100 under
Design Member 2, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.02/148.927+0.233/148.927+5.059/148.927=0.036  1 OK 96 under
Design Member 2, Wind 1, Bending + Compression
fa/Fa=0.03/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.03/87.882+0.104/148.927+3.869/148.927=0.027  1 OK 97 under
Design Member 2, Wind 1, Sway
  Y/300.0, 0.001  1500.0/300.0=5.0 mm OK 100 under

Checking design member 3 (D 5)


Members: 3,20
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 3, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 3, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 3, Load Case 1, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 3, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 3, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 3, Load Case 1, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 3, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 3, Load Case 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 3, Load Case 1, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 3, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 3, Load Case 1, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 3, Load Case 1, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 3, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.003  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.002  148.927 OK 100 under
Design Member 3, Self Weight, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 3, Self Weight, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 3, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 12.939  148.927 OK 91 under
Compressive Bending Stress:
fb  Fb, 12.771  148.927 OK 91 under
Design Member 3, Self Weight, Minor Shear
fv  Fv, 0.314  99.285 OK 100 under
Design Member 3, Self Weight, Minor Deflection
  L/250, 0.044  6.0 mm OK 99 under
Design Member 3, Self Weight, Tension
On gross area ft  Ft, 0.11  148.927 OK 100 under
On net area ft  Ft, 0.11  199.948 OK 100 under
Design Member 3, Self Weight, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  300.0 OK 66 under
Design Member 3, Self Weight, Compression
fa  Fa, 0.032  87.882 OK 100 under
Design Member 3, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.11/148.927+0.003/148.927+12.939/148.927=0.088  1 OK 91 under
Design Member 3, Self Weight, Bending + Compression
fa/Fa=0.032/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.032/87.882+0.002/148.927+12.771/148.927=0.086  1 OK 91 under
Design Member 3, Self Weight, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 3, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 3, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 3, Load Case 3, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 3, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 3, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 3, Load Case 3, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 3, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 3, Load Case 3, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 3, Load Case 3, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 3, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 3, Load Case 3, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 3, Load Case 3, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 3, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.201  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.09  148.927 OK 100 under
Design Member 3, Wind 1, Major Shear
fv  Fv, 0.023  99.285 OK 100 under
Design Member 3, Wind 1, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 3, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 5.96  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 5.004  148.927 OK 97 under
Design Member 3, Wind 1, Minor Shear
fv  Fv, 0.179  99.285 OK 100 under
Design Member 3, Wind 1, Minor Deflection
  L/250, 0.034  6.0 mm OK 99 under
Design Member 3, Wind 1, Tension
On gross area ft  Ft, 0.015  148.927 OK 100 under
On net area ft  Ft, 0.015  199.948 OK 100 under
Design Member 3, Wind 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 3, Wind 1, Compression
fa  Fa, 0.028  87.882 OK 100 under
Design Member 3, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.015/148.927+0.201/148.927+5.96/148.927=0.041  1 OK 96 under
Design Member 3, Wind 1, Bending + Compression
fa/Fa=0.028/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.028/87.882+0.09/148.927+5.004/148.927=0.035  1 OK 97 under
Design Member 3, Wind 1, Sway
  Y/300.0, 0.001  1500.0/300.0=5.0 mm OK 100 under

Checking design member 4 (D 4)


Members: 4,18
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 4, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 4, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 4, Load Case 1, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 4, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 4, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 4, Load Case 1, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 4, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 4, Load Case 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 4, Load Case 1, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 4, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 4, Load Case 1, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 4, Load Case 1, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 4, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.074  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.096  148.927 OK 100 under
Design Member 4, Self Weight, Major Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 4, Self Weight, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 4, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 11.514  148.927 OK 92 under
Compressive Bending Stress:
fb  Fb, 10.684  148.927 OK 93 under
Design Member 4, Self Weight, Minor Shear
fv  Fv, 0.293  99.285 OK 100 under
Design Member 4, Self Weight, Minor Deflection
  L/250, 0.042  6.0 mm OK 99 under
Design Member 4, Self Weight, Tension
On gross area ft  Ft, 0.119  148.927 OK 100 under
On net area ft  Ft, 0.119  199.948 OK 100 under
Design Member 4, Self Weight, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  300.0 OK 66 under
Design Member 4, Self Weight, Compression
fa  Fa, 0.045  87.882 OK 100 under
Design Member 4, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.119/148.927+0.074/148.927+11.514/148.927=0.079  1 OK 92 under
Design Member 4, Self Weight, Bending + Compression
fa/Fa=0.045/87.882=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.045/87.882+0.096/148.927+10.684/148.927=0.073  1 OK 93 under
Design Member 4, Self Weight, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 4, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 4, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 4, Load Case 3, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 4, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 4, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 4, Load Case 3, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 4, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 4, Load Case 3, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 4, Load Case 3, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 4, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 4, Load Case 3, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 4, Load Case 3, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 4, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.185  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.083  148.927 OK 100 under
Design Member 4, Wind 1, Major Shear
fv  Fv, 0.022  99.285 OK 100 under
Design Member 4, Wind 1, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 4, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 5.057  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 4.411  148.927 OK 97 under
Design Member 4, Wind 1, Minor Shear
fv  Fv, 0.15  99.285 OK 100 under
Design Member 4, Wind 1, Minor Deflection
  L/250, 0.028  6.0 mm OK 100 under
Design Member 4, Wind 1, Tension
On gross area ft  Ft, 0.015  148.927 OK 100 under
On net area ft  Ft, 0.015  199.948 OK 100 under
Design Member 4, Wind 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 4, Wind 1, Compression
fa  Fa, 0.026  87.882 OK 100 under
Design Member 4, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.015/148.927+0.185/148.927+5.057/148.927=0.035  1 OK 96 under
Design Member 4, Wind 1, Bending + Compression
fa/Fa=0.026/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.026/87.882+0.083/148.927+4.411/148.927=0.03  1 OK 97 under
Design Member 4, Wind 1, Sway
  Y/300.0, 0.001  1500.0/300.0=5.0 mm OK 100 under

Checking design member 5 (D 3)


Members: 5,16
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 5, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 5, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 5, Load Case 1, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 5, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 5, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 5, Load Case 1, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 5, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 5, Load Case 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 5, Load Case 1, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 5, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 5, Load Case 1, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 5, Load Case 1, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 5, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.135  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.061  148.927 OK 100 under
Design Member 5, Self Weight, Major Shear
fv  Fv, 0.003  99.285 OK 100 under
Design Member 5, Self Weight, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 5, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 2.512  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.599  148.927 OK 96 under
Design Member 5, Self Weight, Minor Shear
fv  Fv, 0.147  99.285 OK 100 under
Design Member 5, Self Weight, Minor Deflection
  L/250, 0.023  6.0 mm OK 100 under
Design Member 5, Self Weight, Tension
On gross area ft  Ft, 0.016  148.927 OK 100 under
On net area ft  Ft, 0.016  199.948 OK 100 under
Design Member 5, Self Weight, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 5, Self Weight, Compression
fa  Fa, 0.153  87.882 OK 100 under
Design Member 5, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.016/148.927+0.135/148.927+2.512/148.927=0.018  1 OK 98 under
Design Member 5, Self Weight, Bending + Compression
fa/Fa=0.153/87.882=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.153/87.882+0.061/148.927+5.599/148.927=0.04  1 OK 96 under
Design Member 5, Self Weight, Sway
  Y/300.0, 0.001  1500.0/300.0=5.0 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 5, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 5, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 5, Load Case 3, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 5, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 5, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 5, Load Case 3, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 5, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 5, Load Case 3, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 5, Load Case 3, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 5, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 5, Load Case 3, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 5, Load Case 3, Sway
  Y/300.0, 0.0  1500.0/300.0=5.0 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 5, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.222  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.1  148.927 OK 100 under
Design Member 5, Wind 1, Major Shear
fv  Fv, 0.024  99.285 OK 100 under
Design Member 5, Wind 1, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 5, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 2.718  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.219  148.927 OK 99 under
Design Member 5, Wind 1, Minor Shear
fv  Fv, 0.09  99.285 OK 100 under
Design Member 5, Wind 1, Minor Deflection
  L/250, 0.01  6.0 mm OK 100 under
Design Member 5, Wind 1, Tension
On gross area ft  Ft, 0.031  148.927 OK 100 under
On net area ft  Ft, 0.031  199.948 OK 100 under
Design Member 5, Wind 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 5, Wind 1, Compression
fa  Fa, 0.001  87.882 OK 100 under
Design Member 5, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.031/148.927+0.222/148.927+2.718/148.927=0.02  1 OK 98 under
Design Member 5, Wind 1, Bending + Compression
fa/Fa=0.001/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.001/87.882+0.1/148.927+1.219/148.927=0.009  1 OK 99 under
Design Member 5, Wind 1, Sway
  Y/300.0, 0.002  1500.0/300.0=5.0 mm OK 100 under

Checking design member 6 (D 29)


Members: 6,107
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 6, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 6, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 6, Load Case 1, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 6, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 6, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 6, Load Case 1, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 6, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 6, Load Case 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 6, Load Case 1, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 6, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 6, Load Case 1, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 6, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 6, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.058  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.13  148.927 OK 100 under
Design Member 6, Self Weight, Major Shear
fv  Fv, 0.003  99.285 OK 100 under
Design Member 6, Self Weight, Major Deflection
  L/250, 0.002  6.0 mm OK 100 under
Design Member 6, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 5.021  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 5.071  148.927 OK 97 under
Design Member 6, Self Weight, Minor Shear
fv  Fv, 0.122  99.285 OK 100 under
Design Member 6, Self Weight, Minor Deflection
  L/250, 0.018  6.0 mm OK 100 under
Design Member 6, Self Weight, Tension
On gross area ft  Ft, 0.04  148.927 OK 100 under
On net area ft  Ft, 0.04  199.948 OK 100 under
Design Member 6, Self Weight, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 6, Self Weight, Compression
fa  Fa, 0.14  87.882 OK 100 under
Design Member 6, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.04/148.927+0.058/148.927+5.021/148.927=0.034  1 OK 97 under
Design Member 6, Self Weight, Bending + Compression
fa/Fa=0.14/87.882=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.14/87.882+0.13/148.927+5.071/148.927=0.037  1 OK 96 under
Design Member 6, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 6, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 6, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 6, Load Case 3, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 6, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 6, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 6, Load Case 3, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 6, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 6, Load Case 3, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 6, Load Case 3, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 6, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 6, Load Case 3, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 6, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 6, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.243  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.109  148.927 OK 100 under
Design Member 6, Wind 1, Major Shear
fv  Fv, 0.024  99.285 OK 100 under
Design Member 6, Wind 1, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 6, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 1.567  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.704  148.927 OK 98 under
Design Member 6, Wind 1, Minor Shear
fv  Fv, 0.09  99.285 OK 100 under
Design Member 6, Wind 1, Minor Deflection
  L/250, 0.017  6.0 mm OK 100 under
Design Member 6, Wind 1, Tension
On gross area ft  Ft, 0.049  148.927 OK 100 under
On net area ft  Ft, 0.049  199.948 OK 100 under
Design Member 6, Wind 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 6, Wind 1, Compression
fa  Fa, 0.002  87.882 OK 100 under
Design Member 6, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.049/148.927+0.243/148.927+1.567/148.927=0.012  1 OK 99 under
Design Member 6, Wind 1, Bending + Compression
fa/Fa=0.002/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.002/87.882+0.109/148.927+2.704/148.927=0.019  1 OK 98 under
Design Member 6, Wind 1, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Checking design member 7 (D 28)


Members: 7,106
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 7, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 7, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 7, Load Case 1, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 7, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 7, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 7, Load Case 1, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 7, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 7, Load Case 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 7, Load Case 1, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 7, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 7, Load Case 1, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 7, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 7, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.096  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.072  148.927 OK 100 under
Design Member 7, Self Weight, Major Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 7, Self Weight, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 7, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 10.503  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 10.511  148.927 OK 93 under
Design Member 7, Self Weight, Minor Shear
fv  Fv, 0.254  99.285 OK 100 under
Design Member 7, Self Weight, Minor Deflection
  L/250, 0.037  6.0 mm OK 99 under
Design Member 7, Self Weight, Tension
On gross area ft  Ft, 0.115  148.927 OK 100 under
On net area ft  Ft, 0.115  199.948 OK 100 under
Design Member 7, Self Weight, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  300.0 OK 66 under
Design Member 7, Self Weight, Compression
fa  Fa, 0.042  87.882 OK 100 under
Design Member 7, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.115/148.927+0.096/148.927+10.503/148.927=0.072  1 OK 93 under
Design Member 7, Self Weight, Bending + Compression
fa/Fa=0.042/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.042/87.882+0.072/148.927+10.511/148.927=0.072  1 OK 93 under
Design Member 7, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 7, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 7, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 7, Load Case 3, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 7, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 7, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 7, Load Case 3, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 7, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 7, Load Case 3, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 7, Load Case 3, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 7, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 7, Load Case 3, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 7, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 7, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.232  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.104  148.927 OK 100 under
Design Member 7, Wind 1, Major Shear
fv  Fv, 0.024  99.285 OK 100 under
Design Member 7, Wind 1, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 7, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 3.869  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 5.06  148.927 OK 97 under
Design Member 7, Wind 1, Minor Shear
fv  Fv, 0.157  99.285 OK 100 under
Design Member 7, Wind 1, Minor Deflection
  L/250, 0.029  6.0 mm OK 100 under
Design Member 7, Wind 1, Tension
On gross area ft  Ft, 0.02  148.927 OK 100 under
On net area ft  Ft, 0.02  199.948 OK 100 under
Design Member 7, Wind 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 7, Wind 1, Compression
fa  Fa, 0.03  87.882 OK 100 under
Design Member 7, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.02/148.927+0.232/148.927+3.869/148.927=0.028  1 OK 97 under
Design Member 7, Wind 1, Bending + Compression
fa/Fa=0.03/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.03/87.882+0.104/148.927+5.06/148.927=0.035  1 OK 96 under
Design Member 7, Wind 1, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Checking design member 8 (D 27)


Members: 8,105
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 8, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 8, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 8, Load Case 1, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 8, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 8, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 8, Load Case 1, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 8, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 8, Load Case 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 8, Load Case 1, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 8, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 8, Load Case 1, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 8, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 8, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.003  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.002  148.927 OK 100 under
Design Member 8, Self Weight, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 8, Self Weight, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 8, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 12.772  148.927 OK 91 under
Compressive Bending Stress:
fb  Fb, 12.939  148.927 OK 91 under
Design Member 8, Self Weight, Minor Shear
fv  Fv, 0.314  99.285 OK 100 under
Design Member 8, Self Weight, Minor Deflection
  L/250, 0.044  6.0 mm OK 99 under
Design Member 8, Self Weight, Tension
On gross area ft  Ft, 0.11  148.927 OK 100 under
On net area ft  Ft, 0.11  199.948 OK 100 under
Design Member 8, Self Weight, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  300.0 OK 66 under
Design Member 8, Self Weight, Compression
fa  Fa, 0.032  87.882 OK 100 under
Design Member 8, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.11/148.927+0.003/148.927+12.772/148.927=0.087  1 OK 91 under
Design Member 8, Self Weight, Bending + Compression
fa/Fa=0.032/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.032/87.882+0.002/148.927+12.939/148.927=0.087  1 OK 91 under
Design Member 8, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 8, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 8, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 8, Load Case 3, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 8, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 8, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 8, Load Case 3, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 8, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 8, Load Case 3, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 8, Load Case 3, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 8, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 8, Load Case 3, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 8, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 8, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.201  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.09  148.927 OK 100 under
Design Member 8, Wind 1, Major Shear
fv  Fv, 0.023  99.285 OK 100 under
Design Member 8, Wind 1, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 8, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 5.004  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 5.961  148.927 OK 96 under
Design Member 8, Wind 1, Minor Shear
fv  Fv, 0.179  99.285 OK 100 under
Design Member 8, Wind 1, Minor Deflection
  L/250, 0.034  6.0 mm OK 99 under
Design Member 8, Wind 1, Tension
On gross area ft  Ft, 0.015  148.927 OK 100 under
On net area ft  Ft, 0.015  199.948 OK 100 under
Design Member 8, Wind 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 8, Wind 1, Compression
fa  Fa, 0.028  87.882 OK 100 under
Design Member 8, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.015/148.927+0.201/148.927+5.004/148.927=0.035  1 OK 96 under
Design Member 8, Wind 1, Bending + Compression
fa/Fa=0.028/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.028/87.882+0.09/148.927+5.961/148.927=0.041  1 OK 96 under
Design Member 8, Wind 1, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Checking design member 9 (D 26)


Members: 9,104
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 9, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 9, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 9, Load Case 1, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 9, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 9, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 9, Load Case 1, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 9, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 9, Load Case 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 9, Load Case 1, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 9, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 9, Load Case 1, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 9, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 9, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.074  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.096  148.927 OK 100 under
Design Member 9, Self Weight, Major Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 9, Self Weight, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 9, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 10.685  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 11.514  148.927 OK 92 under
Design Member 9, Self Weight, Minor Shear
fv  Fv, 0.293  99.285 OK 100 under
Design Member 9, Self Weight, Minor Deflection
  L/250, 0.042  6.0 mm OK 99 under
Design Member 9, Self Weight, Tension
On gross area ft  Ft, 0.119  148.927 OK 100 under
On net area ft  Ft, 0.119  199.948 OK 100 under
Design Member 9, Self Weight, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  300.0 OK 66 under
Design Member 9, Self Weight, Compression
fa  Fa, 0.045  87.882 OK 100 under
Design Member 9, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.119/148.927+0.074/148.927+10.685/148.927=0.073  1 OK 93 under
Design Member 9, Self Weight, Bending + Compression
fa/Fa=0.045/87.882=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.045/87.882+0.096/148.927+11.514/148.927=0.078  1 OK 92 under
Design Member 9, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 9, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 9, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 9, Load Case 3, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 9, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 9, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 9, Load Case 3, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 9, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 9, Load Case 3, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 9, Load Case 3, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 9, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 9, Load Case 3, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 9, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 9, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.186  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.083  148.927 OK 100 under
Design Member 9, Wind 1, Major Shear
fv  Fv, 0.022  99.285 OK 100 under
Design Member 9, Wind 1, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 9, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 4.411  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 5.058  148.927 OK 97 under
Design Member 9, Wind 1, Minor Shear
fv  Fv, 0.15  99.285 OK 100 under
Design Member 9, Wind 1, Minor Deflection
  L/250, 0.028  6.0 mm OK 100 under
Design Member 9, Wind 1, Tension
On gross area ft  Ft, 0.015  148.927 OK 100 under
On net area ft  Ft, 0.015  199.948 OK 100 under
Design Member 9, Wind 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 9, Wind 1, Compression
fa  Fa, 0.026  87.882 OK 100 under
Design Member 9, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.015/148.927+0.186/148.927+4.411/148.927=0.031  1 OK 97 under
Design Member 9, Wind 1, Bending + Compression
fa/Fa=0.026/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.026/87.882+0.083/148.927+5.058/148.927=0.035  1 OK 97 under
Design Member 9, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 10 (D 25)


Members: 10,103
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 10, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 10, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 10, Load Case 1, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 10, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 10, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 10, Load Case 1, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 10, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 10, Load Case 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 10, Load Case 1, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 10, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 10, Load Case 1, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 10, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 10, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.135  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.061  148.927 OK 100 under
Design Member 10, Self Weight, Major Shear
fv  Fv, 0.003  99.285 OK 100 under
Design Member 10, Self Weight, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 10, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 5.6  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 2.512  148.927 OK 98 under
Design Member 10, Self Weight, Minor Shear
fv  Fv, 0.147  99.285 OK 100 under
Design Member 10, Self Weight, Minor Deflection
  L/250, 0.023  6.0 mm OK 100 under
Design Member 10, Self Weight, Tension
On gross area ft  Ft, 0.016  148.927 OK 100 under
On net area ft  Ft, 0.016  199.948 OK 100 under
Design Member 10, Self Weight, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 10, Self Weight, Compression
fa  Fa, 0.152  87.882 OK 100 under
Design Member 10, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.016/148.927+0.135/148.927+5.6/148.927=0.039  1 OK 96 under
Design Member 10, Self Weight, Bending + Compression
fa/Fa=0.152/87.882=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.152/87.882+0.061/148.927+2.512/148.927=0.019  1 OK 98 under
Design Member 10, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 10, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 10, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 10, Load Case 3, Major Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 10, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 10, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 10, Load Case 3, Minor Deflection
  L/250, 0.0  6.0 mm OK 100 under
Design Member 10, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 10, Load Case 3, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 10, Load Case 3, Compression
fa  Fa, 0.0  87.882 OK 100 under
Design Member 10, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 10, Load Case 3, Bending + Compression
fa/Fa=0.0/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.882+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 10, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.0/14.732 = 101.819
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.819/(8126.099)-101.8193/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8192/(2126.0992))248.211/1.904=87.882 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 10, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.222  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.1  148.927 OK 100 under
Design Member 10, Wind 1, Major Shear
fv  Fv, 0.024  99.285 OK 100 under
Design Member 10, Wind 1, Major Deflection
  L/250, 0.001  6.0 mm OK 100 under
Design Member 10, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 1.219  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.719  148.927 OK 98 under
Design Member 10, Wind 1, Minor Shear
fv  Fv, 0.09  99.285 OK 100 under
Design Member 10, Wind 1, Minor Deflection
  L/250, 0.01  6.0 mm OK 100 under
Design Member 10, Wind 1, Tension
On gross area ft  Ft, 0.031  148.927 OK 100 under
On net area ft  Ft, 0.031  199.948 OK 100 under
Design Member 10, Wind 1, Slenderness
KzLz/rz = 1.01500.0/14.732 = 101.819  200.0 OK 49 under
Design Member 10, Wind 1, Compression
fa  Fa, 0.001  87.882 OK 100 under
Design Member 10, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.031/148.927+0.222/148.927+1.219/148.927=0.01  1 OK 99 under
Design Member 10, Wind 1, Bending + Compression
fa/Fa=0.001/87.882=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.001/87.882+0.1/148.927+2.719/148.927=0.019  1 OK 98 under
Design Member 10, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 11 (D 8)


Members: 11,27
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 11, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 11, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 11, Load Case 1, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 11, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 11, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 11, Load Case 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 11, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 11, Load Case 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 11, Load Case 1, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 11, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 11, Load Case 1, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 11, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 11, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 5.471  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 6.01  148.927 OK 96 under
Design Member 11, Self Weight, Major Shear
fv  Fv, 0.15  99.285 OK 100 under
Design Member 11, Self Weight, Major Deflection
  L/250, 0.02  6.001 mm OK 100 under
Design Member 11, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.134  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.065  148.927 OK 100 under
Design Member 11, Self Weight, Minor Shear
fv  Fv, 0.003  99.285 OK 100 under
Design Member 11, Self Weight, Minor Deflection
  L/250, 0.001  6.001 mm OK 100 under
Design Member 11, Self Weight, Tension
On gross area ft  Ft, 0.047  148.927 OK 100 under
On net area ft  Ft, 0.047  199.948 OK 100 under
Design Member 11, Self Weight, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 11, Self Weight, Compression
fa  Fa, 0.15  87.867 OK 100 under
Design Member 11, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.047/148.927+5.471/148.927+0.134/148.927=0.038  1 OK 96 under
Design Member 11, Self Weight, Bending + Compression
fa/Fa=0.15/87.867=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.15/87.867+6.01/148.927+0.065/148.927=0.042  1 OK 96 under
Design Member 11, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 11, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 11, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 11, Load Case 3, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 11, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 11, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 11, Load Case 3, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 11, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 11, Load Case 3, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 11, Load Case 3, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 11, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 11, Load Case 3, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 11, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 11, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.249  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 2.487  148.927 OK 98 under
Design Member 11, Wind 1, Major Shear
fv  Fv, 0.087  99.285 OK 100 under
Design Member 11, Wind 1, Major Deflection
  L/250, 0.009  6.001 mm OK 100 under
Design Member 11, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.021  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.019  148.927 OK 100 under
Design Member 11, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 11, Wind 1, Minor Deflection
  L/250, 0.001  6.001 mm OK 100 under
Design Member 11, Wind 1, Tension
On gross area ft  Ft, 0.027  148.927 OK 100 under
On net area ft  Ft, 0.027  199.948 OK 100 under
Design Member 11, Wind 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 11, Wind 1, Compression
fa  Fa, 0.018  87.867 OK 100 under
Design Member 11, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.027/148.927+2.249/148.927+0.021/148.927=0.015  1 OK 98 under
Design Member 11, Wind 1, Bending + Compression
fa/Fa=0.018/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.018/87.867+2.487/148.927+0.019/148.927=0.017  1 OK 98 under
Design Member 11, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 12 (D 9)


Members: 12,29
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 12, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 12, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 12, Load Case 1, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 12, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 12, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 12, Load Case 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 12, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 12, Load Case 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 12, Load Case 1, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 12, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 12, Load Case 1, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 12, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 12, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.735  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 11.143  148.927 OK 93 under
Design Member 12, Self Weight, Major Shear
fv  Fv, 0.267  99.285 OK 100 under
Design Member 12, Self Weight, Major Deflection
  L/250, 0.039  6.001 mm OK 99 under
Design Member 12, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.074  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.097  148.927 OK 100 under
Design Member 12, Self Weight, Minor Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 12, Self Weight, Minor Deflection
  L/250, 0.001  6.001 mm OK 100 under
Design Member 12, Self Weight, Tension
On gross area ft  Ft, 0.118  148.927 OK 100 under
On net area ft  Ft, 0.118  199.948 OK 100 under
Design Member 12, Self Weight, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  300.0 OK 66 under
Design Member 12, Self Weight, Compression
fa  Fa, 0.046  87.867 OK 100 under
Design Member 12, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.118/148.927+10.735/148.927+0.074/148.927=0.073  1 OK 93 under
Design Member 12, Self Weight, Bending + Compression
fa/Fa=0.046/87.867=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.046/87.867+11.143/148.927+0.097/148.927=0.076  1 OK 92 under
Design Member 12, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 12, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 12, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 12, Load Case 3, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 12, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 12, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 12, Load Case 3, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 12, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 12, Load Case 3, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 12, Load Case 3, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 12, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 12, Load Case 3, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 12, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 12, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 4.559  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 4.756  148.927 OK 97 under
Design Member 12, Wind 1, Major Shear
fv  Fv, 0.138  99.285 OK 100 under
Design Member 12, Wind 1, Major Deflection
  L/250, 0.018  6.001 mm OK 100 under
Design Member 12, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.037  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.031  148.927 OK 100 under
Design Member 12, Wind 1, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 12, Wind 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 12, Wind 1, Tension
On gross area ft  Ft, 0.008  148.927 OK 100 under
On net area ft  Ft, 0.008  199.948 OK 100 under
Design Member 12, Wind 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 12, Wind 1, Compression
fa  Fa, 0.035  87.867 OK 100 under
Design Member 12, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.008/148.927+4.559/148.927+0.037/148.927=0.031  1 OK 97 under
Design Member 12, Wind 1, Bending + Compression
fa/Fa=0.035/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.035/87.867+4.756/148.927+0.031/148.927=0.033  1 OK 97 under
Design Member 12, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 13 (D 12)


Members: 13,35
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 13, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 13, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 13, Load Case 1, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 13, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 13, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 13, Load Case 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 13, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 13, Load Case 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 13, Load Case 1, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 13, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 13, Load Case 1, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 13, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 13, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 5.471  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 6.012  148.927 OK 96 under
Design Member 13, Self Weight, Major Shear
fv  Fv, 0.15  99.285 OK 100 under
Design Member 13, Self Weight, Major Deflection
  L/250, 0.02  6.001 mm OK 100 under
Design Member 13, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.065  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.134  148.927 OK 100 under
Design Member 13, Self Weight, Minor Shear
fv  Fv, 0.003  99.285 OK 100 under
Design Member 13, Self Weight, Minor Deflection
  L/250, 0.001  6.001 mm OK 100 under
Design Member 13, Self Weight, Tension
On gross area ft  Ft, 0.047  148.927 OK 100 under
On net area ft  Ft, 0.047  199.948 OK 100 under
Design Member 13, Self Weight, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 13, Self Weight, Compression
fa  Fa, 0.149  87.867 OK 100 under
Design Member 13, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.047/148.927+5.471/148.927+0.065/148.927=0.037  1 OK 96 under
Design Member 13, Self Weight, Bending + Compression
fa/Fa=0.149/87.867=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.149/87.867+6.012/148.927+0.134/148.927=0.043  1 OK 96 under
Design Member 13, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 13, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 13, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 13, Load Case 3, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 13, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 13, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 13, Load Case 3, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 13, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 13, Load Case 3, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 13, Load Case 3, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 13, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 13, Load Case 3, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 13, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 13, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.25  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 2.487  148.927 OK 98 under
Design Member 13, Wind 1, Major Shear
fv  Fv, 0.087  99.285 OK 100 under
Design Member 13, Wind 1, Major Deflection
  L/250, 0.009  6.001 mm OK 100 under
Design Member 13, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.019  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.021  148.927 OK 100 under
Design Member 13, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 13, Wind 1, Minor Deflection
  L/250, 0.001  6.001 mm OK 100 under
Design Member 13, Wind 1, Tension
On gross area ft  Ft, 0.027  148.927 OK 100 under
On net area ft  Ft, 0.027  199.948 OK 100 under
Design Member 13, Wind 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 13, Wind 1, Compression
fa  Fa, 0.018  87.867 OK 100 under
Design Member 13, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.027/148.927+2.25/148.927+0.019/148.927=0.015  1 OK 98 under
Design Member 13, Wind 1, Bending + Compression
fa/Fa=0.018/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.018/87.867+2.487/148.927+0.021/148.927=0.017  1 OK 98 under
Design Member 13, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 14 (D 11)


Members: 14,33
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 14, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 14, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 14, Load Case 1, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 14, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 14, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 14, Load Case 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 14, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 14, Load Case 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 14, Load Case 1, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 14, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 14, Load Case 1, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 14, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 14, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.74  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 11.144  148.927 OK 93 under
Design Member 14, Self Weight, Major Shear
fv  Fv, 0.268  99.285 OK 100 under
Design Member 14, Self Weight, Major Deflection
  L/250, 0.039  6.001 mm OK 99 under
Design Member 14, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.095  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.073  148.927 OK 100 under
Design Member 14, Self Weight, Minor Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 14, Self Weight, Minor Deflection
  L/250, 0.001  6.001 mm OK 100 under
Design Member 14, Self Weight, Tension
On gross area ft  Ft, 0.118  148.927 OK 100 under
On net area ft  Ft, 0.118  199.948 OK 100 under
Design Member 14, Self Weight, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  300.0 OK 66 under
Design Member 14, Self Weight, Compression
fa  Fa, 0.046  87.867 OK 100 under
Design Member 14, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.118/148.927+10.74/148.927+0.095/148.927=0.074  1 OK 93 under
Design Member 14, Self Weight, Bending + Compression
fa/Fa=0.046/87.867=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.046/87.867+11.144/148.927+0.073/148.927=0.076  1 OK 92 under
Design Member 14, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 14, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 14, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 14, Load Case 3, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 14, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 14, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 14, Load Case 3, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 14, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 14, Load Case 3, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 14, Load Case 3, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 14, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 14, Load Case 3, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 14, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 14, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 4.56  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 4.761  148.927 OK 97 under
Design Member 14, Wind 1, Major Shear
fv  Fv, 0.139  99.285 OK 100 under
Design Member 14, Wind 1, Major Deflection
  L/250, 0.018  6.001 mm OK 100 under
Design Member 14, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.03  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.037  148.927 OK 100 under
Design Member 14, Wind 1, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 14, Wind 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 14, Wind 1, Tension
On gross area ft  Ft, 0.007  148.927 OK 100 under
On net area ft  Ft, 0.007  199.948 OK 100 under
Design Member 14, Wind 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 14, Wind 1, Compression
fa  Fa, 0.035  87.867 OK 100 under
Design Member 14, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.007/148.927+4.56/148.927+0.03/148.927=0.031  1 OK 97 under
Design Member 14, Wind 1, Bending + Compression
fa/Fa=0.035/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.035/87.867+4.761/148.927+0.037/148.927=0.033  1 OK 97 under
Design Member 14, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 15 (D 10)


Members: 15,31
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 15, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 15, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 15, Load Case 1, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 15, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 15, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 15, Load Case 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 15, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 15, Load Case 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 15, Load Case 1, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 15, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 15, Load Case 1, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 15, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 15, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 12.671  148.927 OK 91 under
Compressive Bending Stress:
fb  Fb, 13.063  148.927 OK 91 under
Design Member 15, Self Weight, Major Shear
fv  Fv, 0.311  99.285 OK 100 under
Design Member 15, Self Weight, Major Deflection
  L/250, 0.047  6.001 mm OK 99 under
Design Member 15, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Design Member 15, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 15, Self Weight, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 15, Self Weight, Tension
On gross area ft  Ft, 0.106  148.927 OK 100 under
On net area ft  Ft, 0.106  199.948 OK 100 under
Design Member 15, Self Weight, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  300.0 OK 66 under
Design Member 15, Self Weight, Compression
fa  Fa, 0.034  87.867 OK 100 under
Design Member 15, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.106/148.927+12.671/148.927+0.001/148.927=0.086  1 OK 91 under
Design Member 15, Self Weight, Bending + Compression
fa/Fa=0.034/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.034/87.867+13.063/148.927+0.001/148.927=0.088  1 OK 91 under
Design Member 15, Self Weight, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 15, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 15, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 15, Load Case 3, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 15, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 15, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 15, Load Case 3, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 15, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 15, Load Case 3, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 15, Load Case 3, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 15, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 15, Load Case 3, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 15, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 15, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 5.444  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 5.541  148.927 OK 96 under
Design Member 15, Wind 1, Major Shear
fv  Fv, 0.156  99.285 OK 100 under
Design Member 15, Wind 1, Major Deflection
  L/250, 0.021  6.001 mm OK 100 under
Design Member 15, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Design Member 15, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 15, Wind 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 15, Wind 1, Tension
On gross area ft  Ft, 0.006  148.927 OK 100 under
On net area ft  Ft, 0.006  199.948 OK 100 under
Design Member 15, Wind 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 15, Wind 1, Compression
fa  Fa, 0.031  87.867 OK 100 under
Design Member 15, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.006/148.927+5.444/148.927+0.0/148.927=0.037  1 OK 96 under
Design Member 15, Wind 1, Bending + Compression
fa/Fa=0.031/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.031/87.867+5.541/148.927+0.001/148.927=0.038  1 OK 96 under
Design Member 15, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 16 (D 65)


Members: 17,213
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 16, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 16, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 16, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 16, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 16, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 16, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 16, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 16, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 16, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 16, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 16, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 16, Load Case 1, Sway
  Y/300.0, 0.0  750.126/300.0=2.5 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 16, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.207  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.196  148.927 OK 99 under
Design Member 16, Self Weight, Major Shear
fv  Fv, 0.191  99.285 OK 100 under
Design Member 16, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 16, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 1.056  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.391  148.927 OK 99 under
Design Member 16, Self Weight, Minor Shear
fv  Fv, 0.088  99.285 OK 100 under
Design Member 16, Self Weight, Minor Deflection
  L/250, 0.013  2.0 mm OK 99 under
Design Member 16, Self Weight, Tension
On gross area ft  Ft, 0.094  148.927 OK 100 under
On net area ft  Ft, 0.094  199.948 OK 100 under
Design Member 16, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 16, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 16, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.094/148.927+1.207/148.927+1.056/148.927=0.016  1 OK 98 under
Design Member 16, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.196/148.927+1.391/148.927=0.017  1 OK 98 under
Design Member 16, Self Weight, Sway
  Y/300.0, 0.001  750.126/300.0=2.5 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 16, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 16, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 16, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 16, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 16, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 16, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 16, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 16, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 16, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 16, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 16, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 16, Load Case 3, Sway
  Y/300.0, 0.0  750.126/300.0=2.5 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 16, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.364  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.367  148.927 OK 100 under
Design Member 16, Wind 1, Major Shear
fv  Fv, 0.051  99.285 OK 100 under
Design Member 16, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 16, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.422  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.19  148.927 OK 100 under
Design Member 16, Wind 1, Minor Shear
fv  Fv, 0.023  99.285 OK 100 under
Design Member 16, Wind 1, Minor Deflection
  L/250, 0.008  2.0 mm OK 100 under
Design Member 16, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 16, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 16, Wind 1, Compression
fa  Fa, 0.009  135.524 OK 100 under
Design Member 16, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.364/148.927+0.422/148.927=0.005  1 OK 99 under
Design Member 16, Wind 1, Bending + Compression
fa/Fa=0.009/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.009/135.524+0.367/148.927+0.19/148.927=0.004  1 OK 100 under
Design Member 16, Wind 1, Sway
  Y/300.0, 0.001  750.126/300.0=2.5 mm OK 100 under

Checking design member 17 (D 66)


Members: 19,214
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 17, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 17, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 17, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 17, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 17, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 17, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 17, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 17, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 17, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 17, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 17, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 17, Load Case 1, Sway
  Y/300.0, 0.0  750.0/300.0=2.5 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 17, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.143  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.811  148.927 OK 99 under
Design Member 17, Self Weight, Major Shear
fv  Fv, 0.158  99.285 OK 100 under
Design Member 17, Self Weight, Major Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 17, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.617  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 1.376  148.927 OK 99 under
Design Member 17, Self Weight, Minor Shear
fv  Fv, 0.055  99.285 OK 100 under
Design Member 17, Self Weight, Minor Deflection
  L/250, 0.005  2.0 mm OK 100 under
Design Member 17, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 17, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 17, Self Weight, Compression
fa  Fa, 0.182  135.524 OK 100 under
Design Member 17, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.143/148.927+0.617/148.927=0.012  1 OK 99 under
Design Member 17, Self Weight, Bending + Compression
fa/Fa=0.182/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.182/135.524+0.811/148.927+1.376/148.927=0.016  1 OK 98 under
Design Member 17, Self Weight, Sway
  Y/300.0, 0.012  750.0/300.0=2.5 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 17, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 17, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 17, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 17, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 17, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 17, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 17, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 17, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 17, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 17, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 17, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 17, Load Case 3, Sway
  Y/300.0, 0.0  750.0/300.0=2.5 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 17, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.237  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.299  148.927 OK 100 under
Design Member 17, Wind 1, Major Shear
fv  Fv, 0.039  99.285 OK 100 under
Design Member 17, Wind 1, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 17, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.228  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.237  148.927 OK 100 under
Design Member 17, Wind 1, Minor Shear
fv  Fv, 0.032  99.285 OK 100 under
Design Member 17, Wind 1, Minor Deflection
  L/250, 0.01  2.0 mm OK 100 under
Design Member 17, Wind 1, Tension
On gross area ft  Ft, 0.035  148.927 OK 100 under
On net area ft  Ft, 0.035  199.948 OK 100 under
Design Member 17, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 17, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 17, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.035/148.927+0.237/148.927+0.228/148.927=0.003  1 OK 100 under
Design Member 17, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.299/148.927+0.237/148.927=0.004  1 OK 100 under
Design Member 17, Wind 1, Sway
  Y/300.0, 0.009  750.0/300.0=2.5 mm OK 100 under

Checking design member 18 (D 64)


Members: 21,212
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 18, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 18, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 18, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 18, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 18, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 18, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 18, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 18, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 18, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 18, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 18, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 18, Load Case 1, Sway
  Y/300.0, 0.0  750.0/300.0=2.5 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 18, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.353  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.263  148.927 OK 100 under
Design Member 18, Self Weight, Major Shear
fv  Fv, 0.062  99.285 OK 100 under
Design Member 18, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 18, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.23  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.103  148.927 OK 100 under
Design Member 18, Self Weight, Minor Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 18, Self Weight, Minor Deflection
  L/250, 0.007  2.0 mm OK 100 under
Design Member 18, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 18, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 18, Self Weight, Compression
fa  Fa, 0.173  135.524 OK 100 under
Design Member 18, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.353/148.927+0.23/148.927=0.004  1 OK 100 under
Design Member 18, Self Weight, Bending + Compression
fa/Fa=0.173/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.173/135.524+0.263/148.927+0.103/148.927=0.004  1 OK 100 under
Design Member 18, Self Weight, Sway
  Y/300.0, 0.008  750.0/300.0=2.5 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 18, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 18, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 18, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 18, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 18, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 18, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 18, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 18, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 18, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 18, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 18, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 18, Load Case 3, Sway
  Y/300.0, 0.0  750.0/300.0=2.5 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 18, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.093  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.094  148.927 OK 100 under
Design Member 18, Wind 1, Major Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 18, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 18, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.175  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.389  148.927 OK 100 under
Design Member 18, Wind 1, Minor Shear
fv  Fv, 0.018  99.285 OK 100 under
Design Member 18, Wind 1, Minor Deflection
  L/250, 0.004  2.0 mm OK 100 under
Design Member 18, Wind 1, Tension
On gross area ft  Ft, 0.033  148.927 OK 100 under
On net area ft  Ft, 0.033  199.948 OK 100 under
Design Member 18, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 18, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 18, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.033/148.927+0.093/148.927+0.175/148.927=0.002  1 OK 100 under
Design Member 18, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.094/148.927+0.389/148.927=0.003  1 OK 100 under
Design Member 18, Wind 1, Sway
  Y/300.0, 0.019  750.0/300.0=2.5 mm OK 99 under

Checking design member 19 (D 63)


Members: 23,211
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 19, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 19, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 19, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 19, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 19, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 19, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 19, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 19, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 19, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 19, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 19, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 19, Load Case 1, Sway
  Y/300.0, 0.0  750.0/300.0=2.5 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 19, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.308  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.226  148.927 OK 100 under
Design Member 19, Self Weight, Major Shear
fv  Fv, 0.056  99.285 OK 100 under
Design Member 19, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 19, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.222  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.1  148.927 OK 100 under
Design Member 19, Self Weight, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 19, Self Weight, Minor Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 19, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 19, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 19, Self Weight, Compression
fa  Fa, 0.171  135.524 OK 100 under
Design Member 19, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.308/148.927+0.222/148.927=0.004  1 OK 100 under
Design Member 19, Self Weight, Bending + Compression
fa/Fa=0.171/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.171/135.524+0.226/148.927+0.1/148.927=0.003  1 OK 100 under
Design Member 19, Self Weight, Sway
  Y/300.0, 0.001  750.0/300.0=2.5 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 19, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 19, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 19, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 19, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 19, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 19, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 19, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 19, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 19, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 19, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 19, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 19, Load Case 3, Sway
  Y/300.0, 0.0  750.0/300.0=2.5 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 19, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.062  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.061  148.927 OK 100 under
Design Member 19, Wind 1, Major Shear
fv  Fv, 0.009  99.285 OK 100 under
Design Member 19, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 19, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.145  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.324  148.927 OK 100 under
Design Member 19, Wind 1, Minor Shear
fv  Fv, 0.016  99.285 OK 100 under
Design Member 19, Wind 1, Minor Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 19, Wind 1, Tension
On gross area ft  Ft, 0.038  148.927 OK 100 under
On net area ft  Ft, 0.038  199.948 OK 100 under
Design Member 19, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 19, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 19, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.038/148.927+0.062/148.927+0.145/148.927=0.002  1 OK 100 under
Design Member 19, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.061/148.927+0.324/148.927=0.003  1 OK 100 under
Design Member 19, Wind 1, Sway
  Y/300.0, 0.023  750.0/300.0=2.5 mm OK 99 under

Checking design member 20 (D 67)


Members: 25,215
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 20, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 20, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 20, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 20, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 20, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 20, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 20, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 20, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 20, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 20, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 20, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 20, Load Case 1, Sway
  Y/300.0, 0.0  750.0/300.0=2.5 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 20, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.062  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.751  148.927 OK 99 under
Design Member 20, Self Weight, Major Shear
fv  Fv, 0.148  99.285 OK 100 under
Design Member 20, Self Weight, Major Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 20, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.08  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.036  148.927 OK 100 under
Design Member 20, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 20, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 20, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 20, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 20, Self Weight, Compression
fa  Fa, 0.186  135.524 OK 100 under
Design Member 20, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.062/148.927+0.08/148.927=0.008  1 OK 99 under
Design Member 20, Self Weight, Bending + Compression
fa/Fa=0.186/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.186/135.524+0.751/148.927+0.036/148.927=0.007  1 OK 99 under
Design Member 20, Self Weight, Sway
  Y/300.0, 0.001  750.0/300.0=2.5 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 20, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 20, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 20, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 20, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 20, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 20, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 20, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 20, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 20, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 20, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 20, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 20, Load Case 3, Sway
  Y/300.0, 0.0  750.0/300.0=2.5 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 20, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.173  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.231  148.927 OK 100 under
Design Member 20, Wind 1, Major Shear
fv  Fv, 0.029  99.285 OK 100 under
Design Member 20, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 20, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.168  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.375  148.927 OK 100 under
Design Member 20, Wind 1, Minor Shear
fv  Fv, 0.02  99.285 OK 100 under
Design Member 20, Wind 1, Minor Deflection
  L/250, 0.007  2.0 mm OK 100 under
Design Member 20, Wind 1, Tension
On gross area ft  Ft, 0.042  148.927 OK 100 under
On net area ft  Ft, 0.042  199.948 OK 100 under
Design Member 20, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 20, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 20, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.042/148.927+0.173/148.927+0.168/148.927=0.003  1 OK 100 under
Design Member 20, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.231/148.927+0.375/148.927=0.004  1 OK 100 under
Design Member 20, Wind 1, Sway
  Y/300.0, 0.021  750.0/300.0=2.5 mm OK 99 under

Checking design member 21 (D 62)


Members: 26,210
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 21, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 21, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 21, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 21, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 21, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 21, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 21, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 21, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 21, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 21, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 21, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 21, Load Case 1, Sway
  Y/300.0, 0.0  750.126/300.0=2.5 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 21, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.145  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.133  148.927 OK 99 under
Design Member 21, Self Weight, Major Shear
fv  Fv, 0.182  99.285 OK 100 under
Design Member 21, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 21, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Design Member 21, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 21, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 21, Self Weight, Tension
On gross area ft  Ft, 0.085  148.927 OK 100 under
On net area ft  Ft, 0.085  199.948 OK 100 under
Design Member 21, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 21, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 21, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.085/148.927+1.145/148.927+0.015/148.927=0.008  1 OK 99 under
Design Member 21, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.133/148.927+0.016/148.927=0.008  1 OK 99 under
Design Member 21, Self Weight, Sway
  Y/300.0, 0.001  750.126/300.0=2.5 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 21, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 21, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 21, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 21, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 21, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 21, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 21, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 21, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 21, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 21, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 21, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 21, Load Case 3, Sway
  Y/300.0, 0.0  750.126/300.0=2.5 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 21, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.215  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.205  148.927 OK 100 under
Design Member 21, Wind 1, Major Shear
fv  Fv, 0.03  99.285 OK 100 under
Design Member 21, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 21, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.135  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.302  148.927 OK 100 under
Design Member 21, Wind 1, Minor Shear
fv  Fv, 0.026  99.285 OK 100 under
Design Member 21, Wind 1, Minor Deflection
  L/250, 0.014  2.0 mm OK 99 under
Design Member 21, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 21, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 21, Wind 1, Compression
fa  Fa, 0.06  135.524 OK 100 under
Design Member 21, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.215/148.927+0.135/148.927=0.002  1 OK 100 under
Design Member 21, Wind 1, Bending + Compression
fa/Fa=0.06/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.06/135.524+0.205/148.927+0.302/148.927=0.004  1 OK 100 under
Design Member 21, Wind 1, Sway
  Y/300.0, 0.001  750.126/300.0=2.5 mm OK 100 under

Checking design member 22 (D 50)


Members: 28,198
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 22, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 22, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 22, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 22, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 22, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 22, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 22, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 22, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 22, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 22, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 22, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 22, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 22, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.235  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.226  148.927 OK 99 under
Design Member 22, Self Weight, Major Shear
fv  Fv, 0.195  99.285 OK 100 under
Design Member 22, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 22, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 1.064  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.477  148.927 OK 100 under
Design Member 22, Self Weight, Minor Shear
fv  Fv, 0.035  99.285 OK 100 under
Design Member 22, Self Weight, Minor Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 22, Self Weight, Tension
On gross area ft  Ft, 0.095  148.927 OK 100 under
On net area ft  Ft, 0.095  199.948 OK 100 under
Design Member 22, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 22, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 22, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.095/148.927+1.235/148.927+1.064/148.927=0.016  1 OK 98 under
Design Member 22, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.226/148.927+0.477/148.927=0.011  1 OK 99 under
Design Member 22, Self Weight, Sway
  Y/300.0, 0.002  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 22, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 22, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 22, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 22, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 22, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 22, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 22, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 22, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 22, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 22, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 22, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 22, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 22, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.287  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.27  148.927 OK 100 under
Design Member 22, Wind 1, Major Shear
fv  Fv, 0.04  99.285 OK 100 under
Design Member 22, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 22, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.549  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.246  148.927 OK 100 under
Design Member 22, Wind 1, Minor Shear
fv  Fv, 0.03  99.285 OK 100 under
Design Member 22, Wind 1, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 22, Wind 1, Tension
On gross area ft  Ft, 0.003  148.927 OK 100 under
On net area ft  Ft, 0.003  199.948 OK 100 under
Design Member 22, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 22, Wind 1, Compression
fa  Fa, 0.003  135.524 OK 100 under
Design Member 22, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.003/148.927+0.287/148.927+0.549/148.927=0.006  1 OK 99 under
Design Member 22, Wind 1, Bending + Compression
fa/Fa=0.003/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.003/135.524+0.27/148.927+0.246/148.927=0.003  1 OK 100 under
Design Member 22, Wind 1, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Checking design member 23 (D 55)


Members: 30,203
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 23, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 23, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 23, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 23, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 23, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 23, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 23, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 23, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 23, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 23, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 23, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 23, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 23, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.141  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.811  148.927 OK 99 under
Design Member 23, Self Weight, Major Shear
fv  Fv, 0.158  99.285 OK 100 under
Design Member 23, Self Weight, Major Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 23, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.12  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.14  148.927 OK 100 under
Design Member 23, Self Weight, Minor Shear
fv  Fv, 0.009  99.285 OK 100 under
Design Member 23, Self Weight, Minor Deflection
  L/250, 0.004  2.0 mm OK 100 under
Design Member 23, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 23, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 23, Self Weight, Compression
fa  Fa, 0.184  135.524 OK 100 under
Design Member 23, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.141/148.927+0.12/148.927=0.008  1 OK 99 under
Design Member 23, Self Weight, Bending + Compression
fa/Fa=0.184/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.184/135.524+0.811/148.927+0.14/148.927=0.008  1 OK 99 under
Design Member 23, Self Weight, Sway
  Y/300.0, 0.002  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 23, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 23, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 23, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 23, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 23, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 23, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 23, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 23, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 23, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 23, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 23, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 23, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 23, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.197  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.249  148.927 OK 100 under
Design Member 23, Wind 1, Major Shear
fv  Fv, 0.032  99.285 OK 100 under
Design Member 23, Wind 1, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 23, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.047  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.105  148.927 OK 100 under
Design Member 23, Wind 1, Minor Shear
fv  Fv, 0.017  99.285 OK 100 under
Design Member 23, Wind 1, Minor Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 23, Wind 1, Tension
On gross area ft  Ft, 0.054  148.927 OK 100 under
On net area ft  Ft, 0.054  199.948 OK 100 under
Design Member 23, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 23, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 23, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.054/148.927+0.197/148.927+0.047/148.927=0.002  1 OK 100 under
Design Member 23, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.249/148.927+0.105/148.927=0.002  1 OK 100 under
Design Member 23, Wind 1, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Checking design member 24 (D 51)


Members: 32,199
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 24, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 24, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 24, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 24, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 24, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 24, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 24, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 24, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 24, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 24, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 24, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 24, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 24, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.321  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.239  148.927 OK 100 under
Design Member 24, Self Weight, Major Shear
fv  Fv, 0.058  99.285 OK 100 under
Design Member 24, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 24, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.074  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.166  148.927 OK 100 under
Design Member 24, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 24, Self Weight, Minor Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 24, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 24, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 24, Self Weight, Compression
fa  Fa, 0.172  135.524 OK 100 under
Design Member 24, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.321/148.927+0.074/148.927=0.003  1 OK 100 under
Design Member 24, Self Weight, Bending + Compression
fa/Fa=0.172/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.172/135.524+0.239/148.927+0.166/148.927=0.004  1 OK 100 under
Design Member 24, Self Weight, Sway
  Y/300.0, 0.002  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 24, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 24, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 24, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 24, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 24, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 24, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 24, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 24, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 24, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 24, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 24, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 24, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 24, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.07  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.061  148.927 OK 100 under
Design Member 24, Wind 1, Major Shear
fv  Fv, 0.009  99.285 OK 100 under
Design Member 24, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 24, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.046  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.102  148.927 OK 100 under
Design Member 24, Wind 1, Minor Shear
fv  Fv, 0.012  99.285 OK 100 under
Design Member 24, Wind 1, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 24, Wind 1, Tension
On gross area ft  Ft, 0.052  148.927 OK 100 under
On net area ft  Ft, 0.052  199.948 OK 100 under
Design Member 24, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 24, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 24, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.052/148.927+0.07/148.927+0.046/148.927=0.001  1 OK 100 under
Design Member 24, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.061/148.927+0.102/148.927=0.001  1 OK 100 under
Design Member 24, Wind 1, Sway
  Y/300.0, 0.003  750.379/300.0=2.501 mm OK 100 under

Checking design member 25 (D 52)


Members: 34,200
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 25, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 25, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 25, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 25, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 25, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 25, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 25, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 25, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 25, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 25, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 25, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 25, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 25, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.325  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.242  148.927 OK 100 under
Design Member 25, Self Weight, Major Shear
fv  Fv, 0.058  99.285 OK 100 under
Design Member 25, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 25, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.074  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.166  148.927 OK 100 under
Design Member 25, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 25, Self Weight, Minor Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 25, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 25, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 25, Self Weight, Compression
fa  Fa, 0.172  135.524 OK 100 under
Design Member 25, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.325/148.927+0.074/148.927=0.003  1 OK 100 under
Design Member 25, Self Weight, Bending + Compression
fa/Fa=0.172/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.172/135.524+0.242/148.927+0.166/148.927=0.004  1 OK 100 under
Design Member 25, Self Weight, Sway
  Y/300.0, 0.004  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 25, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 25, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 25, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 25, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 25, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 25, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 25, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 25, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 25, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 25, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 25, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 25, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 25, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.071  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.063  148.927 OK 100 under
Design Member 25, Wind 1, Major Shear
fv  Fv, 0.01  99.285 OK 100 under
Design Member 25, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 25, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.046  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.103  148.927 OK 100 under
Design Member 25, Wind 1, Minor Shear
fv  Fv, 0.012  99.285 OK 100 under
Design Member 25, Wind 1, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 25, Wind 1, Tension
On gross area ft  Ft, 0.052  148.927 OK 100 under
On net area ft  Ft, 0.052  199.948 OK 100 under
Design Member 25, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 25, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 25, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.052/148.927+0.071/148.927+0.046/148.927=0.001  1 OK 100 under
Design Member 25, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.063/148.927+0.103/148.927=0.001  1 OK 100 under
Design Member 25, Wind 1, Sway
  Y/300.0, 0.004  750.379/300.0=2.501 mm OK 100 under

Checking design member 26 (D 54)


Members: 36,202
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 26, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 26, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 26, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 26, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 26, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 26, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 26, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 26, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 26, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 26, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 26, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 26, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 26, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.142  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.81  148.927 OK 99 under
Design Member 26, Self Weight, Major Shear
fv  Fv, 0.158  99.285 OK 100 under
Design Member 26, Self Weight, Major Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 26, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.119  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.14  148.927 OK 100 under
Design Member 26, Self Weight, Minor Shear
fv  Fv, 0.009  99.285 OK 100 under
Design Member 26, Self Weight, Minor Deflection
  L/250, 0.004  2.0 mm OK 100 under
Design Member 26, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 26, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 26, Self Weight, Compression
fa  Fa, 0.184  135.524 OK 100 under
Design Member 26, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.142/148.927+0.119/148.927=0.008  1 OK 99 under
Design Member 26, Self Weight, Bending + Compression
fa/Fa=0.184/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.184/135.524+0.81/148.927+0.14/148.927=0.008  1 OK 99 under
Design Member 26, Self Weight, Sway
  Y/300.0, 0.002  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 26, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 26, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 26, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 26, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 26, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 26, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 26, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 26, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 26, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 26, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 26, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 26, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 26, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.198  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.249  148.927 OK 100 under
Design Member 26, Wind 1, Major Shear
fv  Fv, 0.032  99.285 OK 100 under
Design Member 26, Wind 1, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 26, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.047  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.106  148.927 OK 100 under
Design Member 26, Wind 1, Minor Shear
fv  Fv, 0.017  99.285 OK 100 under
Design Member 26, Wind 1, Minor Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 26, Wind 1, Tension
On gross area ft  Ft, 0.054  148.927 OK 100 under
On net area ft  Ft, 0.054  199.948 OK 100 under
Design Member 26, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 26, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 26, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.054/148.927+0.198/148.927+0.047/148.927=0.002  1 OK 100 under
Design Member 26, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.249/148.927+0.106/148.927=0.002  1 OK 100 under
Design Member 26, Wind 1, Sway
  Y/300.0, 0.003  750.379/300.0=2.501 mm OK 100 under

Checking design member 27 (D 53)


Members: 37,201
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 27, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 27, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 27, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 27, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 27, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 27, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 27, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 27, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 27, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 27, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 27, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 27, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 27, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.235  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.228  148.927 OK 99 under
Design Member 27, Self Weight, Major Shear
fv  Fv, 0.195  99.285 OK 100 under
Design Member 27, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 27, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 1.064  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.477  148.927 OK 100 under
Design Member 27, Self Weight, Minor Shear
fv  Fv, 0.035  99.285 OK 100 under
Design Member 27, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 27, Self Weight, Tension
On gross area ft  Ft, 0.094  148.927 OK 100 under
On net area ft  Ft, 0.094  199.948 OK 100 under
Design Member 27, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 27, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 27, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.094/148.927+1.235/148.927+1.064/148.927=0.016  1 OK 98 under
Design Member 27, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.228/148.927+0.477/148.927=0.011  1 OK 99 under
Design Member 27, Self Weight, Sway
  Y/300.0, 0.002  750.379/300.0=2.501 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 27, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 27, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 27, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 27, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 27, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 27, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 27, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 27, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 27, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 27, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 27, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 27, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 27, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.289  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.271  148.927 OK 100 under
Design Member 27, Wind 1, Major Shear
fv  Fv, 0.04  99.285 OK 100 under
Design Member 27, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 27, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.55  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.247  148.927 OK 100 under
Design Member 27, Wind 1, Minor Shear
fv  Fv, 0.03  99.285 OK 100 under
Design Member 27, Wind 1, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 27, Wind 1, Tension
On gross area ft  Ft, 0.003  148.927 OK 100 under
On net area ft  Ft, 0.003  199.948 OK 100 under
Design Member 27, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 27, Wind 1, Compression
fa  Fa, 0.003  135.524 OK 100 under
Design Member 27, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.003/148.927+0.289/148.927+0.55/148.927=0.006  1 OK 99 under
Design Member 27, Wind 1, Bending + Compression
fa/Fa=0.003/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.003/135.524+0.271/148.927+0.247/148.927=0.003  1 OK 100 under
Design Member 27, Wind 1, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Checking design member 28 (D 73)


Members: 38,221
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 28, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 28, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 28, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 28, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 28, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 28, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 28, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 28, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 28, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 28, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 28, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 28, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 28, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.191  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.086  148.927 OK 100 under
Design Member 28, Self Weight, Major Shear
fv  Fv, 0.017  99.285 OK 100 under
Design Member 28, Self Weight, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 28, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.764  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.059  148.927 OK 99 under
Design Member 28, Self Weight, Minor Shear
fv  Fv, 0.14  99.285 OK 100 under
Design Member 28, Self Weight, Minor Deflection
  L/250, 0.003  2.0 mm OK 100 under
Design Member 28, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 28, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 28, Self Weight, Compression
fa  Fa, 0.047  135.524 OK 100 under
Design Member 28, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.191/148.927+0.764/148.927=0.006  1 OK 99 under
Design Member 28, Self Weight, Bending + Compression
fa/Fa=0.047/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.047/135.524+0.086/148.927+1.059/148.927=0.008  1 OK 99 under
Design Member 28, Self Weight, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 28, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 28, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 28, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 28, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 28, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 28, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 28, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 28, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 28, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 28, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 28, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 28, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 28, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.466  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.68  148.927 OK 100 under
Design Member 28, Wind 1, Major Shear
fv  Fv, 0.089  99.285 OK 100 under
Design Member 28, Wind 1, Major Deflection
  L/250, 0.014  2.0 mm OK 99 under
Design Member 28, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.278  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.169  148.927 OK 100 under
Design Member 28, Wind 1, Minor Shear
fv  Fv, 0.039  99.285 OK 100 under
Design Member 28, Wind 1, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 28, Wind 1, Tension
On gross area ft  Ft, 0.23  148.927 OK 100 under
On net area ft  Ft, 0.23  199.948 OK 100 under
Design Member 28, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 28, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 28, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.23/148.927+0.466/148.927+0.278/148.927=0.007  1 OK 99 under
Design Member 28, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.68/148.927+0.169/148.927=0.006  1 OK 99 under
Design Member 28, Wind 1, Sway
  Y/300.0, 0.015  750.379/300.0=2.501 mm OK 99 under

Checking design member 29 (D 71)


Members: 39,219
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 29, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 29, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 29, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 29, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 29, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 29, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 29, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 29, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 29, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 29, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 29, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 29, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 29, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.111  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.225  148.927 OK 100 under
Design Member 29, Self Weight, Major Shear
fv  Fv, 0.019  99.285 OK 100 under
Design Member 29, Self Weight, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 29, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.583  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.639  148.927 OK 100 under
Design Member 29, Self Weight, Minor Shear
fv  Fv, 0.097  99.285 OK 100 under
Design Member 29, Self Weight, Minor Deflection
  L/250, 0.003  2.0 mm OK 100 under
Design Member 29, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 29, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 29, Self Weight, Compression
fa  Fa, 0.147  135.524 OK 100 under
Design Member 29, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.111/148.927+0.583/148.927=0.005  1 OK 100 under
Design Member 29, Self Weight, Bending + Compression
fa/Fa=0.147/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.147/135.524+0.225/148.927+0.639/148.927=0.007  1 OK 99 under
Design Member 29, Self Weight, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 29, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 29, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 29, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 29, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 29, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 29, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 29, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 29, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 29, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 29, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 29, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 29, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 29, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.204  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.455  148.927 OK 100 under
Design Member 29, Wind 1, Major Shear
fv  Fv, 0.04  99.285 OK 100 under
Design Member 29, Wind 1, Major Deflection
  L/250, 0.008  2.0 mm OK 100 under
Design Member 29, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.201  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.173  148.927 OK 100 under
Design Member 29, Wind 1, Minor Shear
fv  Fv, 0.032  99.285 OK 100 under
Design Member 29, Wind 1, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 29, Wind 1, Tension
On gross area ft  Ft, 0.302  148.927 OK 100 under
On net area ft  Ft, 0.302  199.948 OK 100 under
Design Member 29, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 29, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 29, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.302/148.927+0.204/148.927+0.201/148.927=0.005  1 OK 100 under
Design Member 29, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.455/148.927+0.173/148.927=0.004  1 OK 100 under
Design Member 29, Wind 1, Sway
  Y/300.0, 0.015  750.379/300.0=2.501 mm OK 99 under

Checking design member 30 (D 70)


Members: 40,218
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 30, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 30, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 30, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 30, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 30, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 30, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 30, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 30, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 30, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 30, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 30, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 30, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 30, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.057  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.06  148.927 OK 100 under
Design Member 30, Self Weight, Major Shear
fv  Fv, 0.007  99.285 OK 100 under
Design Member 30, Self Weight, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 30, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.259  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.163  148.927 OK 100 under
Design Member 30, Self Weight, Minor Shear
fv  Fv, 0.048  99.285 OK 100 under
Design Member 30, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 30, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 30, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 30, Self Weight, Compression
fa  Fa, 0.183  135.524 OK 100 under
Design Member 30, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.057/148.927+0.259/148.927=0.002  1 OK 100 under
Design Member 30, Self Weight, Bending + Compression
fa/Fa=0.183/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.183/135.524+0.06/148.927+0.163/148.927=0.003  1 OK 100 under
Design Member 30, Self Weight, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 30, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 30, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 30, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 30, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 30, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 30, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 30, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 30, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 30, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 30, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 30, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 30, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 30, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.195  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.436  148.927 OK 100 under
Design Member 30, Wind 1, Major Shear
fv  Fv, 0.041  99.285 OK 100 under
Design Member 30, Wind 1, Major Deflection
  L/250, 0.003  2.0 mm OK 100 under
Design Member 30, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.057  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.083  148.927 OK 100 under
Design Member 30, Wind 1, Minor Shear
fv  Fv, 0.018  99.285 OK 100 under
Design Member 30, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 30, Wind 1, Tension
On gross area ft  Ft, 0.3  148.927 OK 100 under
On net area ft  Ft, 0.3  199.948 OK 100 under
Design Member 30, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 30, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 30, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.3/148.927+0.195/148.927+0.057/148.927=0.004  1 OK 100 under
Design Member 30, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.436/148.927+0.083/148.927=0.003  1 OK 100 under
Design Member 30, Wind 1, Sway
  Y/300.0, 0.023  750.379/300.0=2.501 mm OK 99 under

Checking design member 31 (D 69)


Members: 41,217
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 31, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 31, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 31, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 31, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 31, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 31, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 31, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 31, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 31, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 31, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 31, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 31, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 31, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.056  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.059  148.927 OK 100 under
Design Member 31, Self Weight, Major Shear
fv  Fv, 0.006  99.285 OK 100 under
Design Member 31, Self Weight, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 31, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.257  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.161  148.927 OK 100 under
Design Member 31, Self Weight, Minor Shear
fv  Fv, 0.048  99.285 OK 100 under
Design Member 31, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 31, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 31, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 31, Self Weight, Compression
fa  Fa, 0.183  135.524 OK 100 under
Design Member 31, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.056/148.927+0.257/148.927=0.002  1 OK 100 under
Design Member 31, Self Weight, Bending + Compression
fa/Fa=0.183/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.183/135.524+0.059/148.927+0.161/148.927=0.003  1 OK 100 under
Design Member 31, Self Weight, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 31, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 31, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 31, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 31, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 31, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 31, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 31, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 31, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 31, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 31, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 31, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 31, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 31, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.195  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.436  148.927 OK 100 under
Design Member 31, Wind 1, Major Shear
fv  Fv, 0.041  99.285 OK 100 under
Design Member 31, Wind 1, Major Deflection
  L/250, 0.003  2.0 mm OK 100 under
Design Member 31, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.056  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.082  148.927 OK 100 under
Design Member 31, Wind 1, Minor Shear
fv  Fv, 0.018  99.285 OK 100 under
Design Member 31, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 31, Wind 1, Tension
On gross area ft  Ft, 0.3  148.927 OK 100 under
On net area ft  Ft, 0.3  199.948 OK 100 under
Design Member 31, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 31, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 31, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.3/148.927+0.195/148.927+0.056/148.927=0.004  1 OK 100 under
Design Member 31, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.436/148.927+0.082/148.927=0.003  1 OK 100 under
Design Member 31, Wind 1, Sway
  Y/300.0, 0.026  750.379/300.0=2.501 mm OK 99 under

Checking design member 32 (D 72)


Members: 42,220
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 32, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 32, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 32, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 32, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 32, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 32, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 32, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 32, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 32, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 32, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 32, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 32, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 32, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.11  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.226  148.927 OK 100 under
Design Member 32, Self Weight, Major Shear
fv  Fv, 0.019  99.285 OK 100 under
Design Member 32, Self Weight, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 32, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.578  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.639  148.927 OK 100 under
Design Member 32, Self Weight, Minor Shear
fv  Fv, 0.097  99.285 OK 100 under
Design Member 32, Self Weight, Minor Deflection
  L/250, 0.003  2.0 mm OK 100 under
Design Member 32, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 32, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 32, Self Weight, Compression
fa  Fa, 0.148  135.524 OK 100 under
Design Member 32, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.11/148.927+0.578/148.927=0.005  1 OK 100 under
Design Member 32, Self Weight, Bending + Compression
fa/Fa=0.148/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.148/135.524+0.226/148.927+0.639/148.927=0.007  1 OK 99 under
Design Member 32, Self Weight, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 32, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 32, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 32, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 32, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 32, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 32, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 32, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 32, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 32, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 32, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 32, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 32, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 32, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.203  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.453  148.927 OK 100 under
Design Member 32, Wind 1, Major Shear
fv  Fv, 0.04  99.285 OK 100 under
Design Member 32, Wind 1, Major Deflection
  L/250, 0.008  2.0 mm OK 100 under
Design Member 32, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.201  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.171  148.927 OK 100 under
Design Member 32, Wind 1, Minor Shear
fv  Fv, 0.032  99.285 OK 100 under
Design Member 32, Wind 1, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 32, Wind 1, Tension
On gross area ft  Ft, 0.302  148.927 OK 100 under
On net area ft  Ft, 0.302  199.948 OK 100 under
Design Member 32, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 32, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 32, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.302/148.927+0.203/148.927+0.201/148.927=0.005  1 OK 100 under
Design Member 32, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.453/148.927+0.171/148.927=0.004  1 OK 100 under
Design Member 32, Wind 1, Sway
  Y/300.0, 0.023  750.379/300.0=2.501 mm OK 99 under

Checking design member 33 (D 68)


Members: 43,216
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 33, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 33, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 33, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 33, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 33, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 33, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 33, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 33, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 33, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 33, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 33, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 33, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 33, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.194  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.087  148.927 OK 100 under
Design Member 33, Self Weight, Major Shear
fv  Fv, 0.017  99.285 OK 100 under
Design Member 33, Self Weight, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 33, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.764  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.059  148.927 OK 99 under
Design Member 33, Self Weight, Minor Shear
fv  Fv, 0.14  99.285 OK 100 under
Design Member 33, Self Weight, Minor Deflection
  L/250, 0.003  2.0 mm OK 100 under
Design Member 33, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 33, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 33, Self Weight, Compression
fa  Fa, 0.047  135.524 OK 100 under
Design Member 33, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.194/148.927+0.764/148.927=0.006  1 OK 99 under
Design Member 33, Self Weight, Bending + Compression
fa/Fa=0.047/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.047/135.524+0.087/148.927+1.059/148.927=0.008  1 OK 99 under
Design Member 33, Self Weight, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 33, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 33, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 33, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 33, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 33, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 33, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 33, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 33, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 33, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 33, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 33, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 33, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 33, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.467  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.682  148.927 OK 100 under
Design Member 33, Wind 1, Major Shear
fv  Fv, 0.089  99.285 OK 100 under
Design Member 33, Wind 1, Major Deflection
  L/250, 0.014  2.0 mm OK 99 under
Design Member 33, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.279  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.17  148.927 OK 100 under
Design Member 33, Wind 1, Minor Shear
fv  Fv, 0.039  99.285 OK 100 under
Design Member 33, Wind 1, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 33, Wind 1, Tension
On gross area ft  Ft, 0.23  148.927 OK 100 under
On net area ft  Ft, 0.23  199.948 OK 100 under
Design Member 33, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 33, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 33, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.23/148.927+0.467/148.927+0.279/148.927=0.007  1 OK 99 under
Design Member 33, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.682/148.927+0.17/148.927=0.006  1 OK 99 under
Design Member 33, Wind 1, Sway
  Y/300.0, 0.015  750.379/300.0=2.501 mm OK 99 under

Checking design member 34 (D 15)


Members: 44,49
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 34, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 34, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 34, Load Case 1, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 34, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 34, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 34, Load Case 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 34, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 34, Load Case 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 34, Load Case 1, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 34, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 34, Load Case 1, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 34, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 34, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 4.646  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 4.787  148.927 OK 97 under
Design Member 34, Self Weight, Major Shear
fv  Fv, 0.188  99.285 OK 100 under
Design Member 34, Self Weight, Major Deflection
  L/250, 0.008  6.001 mm OK 100 under
Design Member 34, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.275  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.285  148.927 OK 100 under
Design Member 34, Self Weight, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 34, Self Weight, Minor Deflection
  L/250, 0.002  6.001 mm OK 100 under
Design Member 34, Self Weight, Tension
On gross area ft  Ft, 0.579  148.927 OK 100 under
On net area ft  Ft, 0.579  199.948 OK 100 under
Design Member 34, Self Weight, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  300.0 OK 66 under
Design Member 34, Self Weight, Compression
fa  Fa, 0.637  87.867 OK 99 under
Design Member 34, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.579/148.927+4.646/148.927+0.275/148.927=0.037  1 OK 96 under
Design Member 34, Self Weight, Bending + Compression
fa/Fa=0.637/87.867=0.007  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.637/87.867+4.787/148.927+0.285/148.927=0.041  1 OK 96 under
Design Member 34, Self Weight, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 34, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 34, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 34, Load Case 3, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 34, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 34, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 34, Load Case 3, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 34, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 34, Load Case 3, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 34, Load Case 3, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 34, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 34, Load Case 3, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 34, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 34, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.115  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 2.405  148.927 OK 98 under
Design Member 34, Wind 1, Major Shear
fv  Fv, 0.152  99.285 OK 100 under
Design Member 34, Wind 1, Major Deflection
  L/250, 0.014  6.001 mm OK 100 under
Design Member 34, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.213  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.217  148.927 OK 100 under
Design Member 34, Wind 1, Minor Shear
fv  Fv, 0.01  99.285 OK 100 under
Design Member 34, Wind 1, Minor Deflection
  L/250, 0.002  6.001 mm OK 100 under
Design Member 34, Wind 1, Tension
On gross area ft  Ft, 0.353  148.927 OK 100 under
On net area ft  Ft, 0.353  199.948 OK 100 under
Design Member 34, Wind 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 34, Wind 1, Compression
fa  Fa, 0.133  87.867 OK 100 under
Design Member 34, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.353/148.927+3.115/148.927+0.213/148.927=0.025  1 OK 98 under
Design Member 34, Wind 1, Bending + Compression
fa/Fa=0.133/87.867=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.133/87.867+2.405/148.927+0.217/148.927=0.019  1 OK 98 under
Design Member 34, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 35 (D 16)


Members: 45,50
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 35, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 35, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 35, Load Case 1, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 35, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 35, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 35, Load Case 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 35, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 35, Load Case 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 35, Load Case 1, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 35, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 35, Load Case 1, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 35, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 35, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 8.955  148.927 OK 94 under
Compressive Bending Stress:
fb  Fb, 8.683  148.927 OK 94 under
Design Member 35, Self Weight, Major Shear
fv  Fv, 0.351  99.285 OK 100 under
Design Member 35, Self Weight, Major Deflection
  L/250, 0.015  6.001 mm OK 100 under
Design Member 35, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.259  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.265  148.927 OK 100 under
Design Member 35, Self Weight, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 35, Self Weight, Minor Deflection
  L/250, 0.001  6.001 mm OK 100 under
Design Member 35, Self Weight, Tension
On gross area ft  Ft, 1.151  148.927 OK 99 under
On net area ft  Ft, 1.151  199.948 OK 99 under
Design Member 35, Self Weight, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  300.0 OK 66 under
Design Member 35, Self Weight, Compression
fa  Fa, 1.071  87.867 OK 99 under
Design Member 35, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=1.151/148.927+8.955/148.927+0.259/148.927=0.07  1 OK 93 under
Design Member 35, Self Weight, Bending + Compression
fa/Fa=1.071/87.867=0.012  0.15 
fa/Fa+fbx/Fbx+fby/Fby=1.071/87.867+8.683/148.927+0.265/148.927=0.072  1 OK 93 under
Design Member 35, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 35, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 35, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 35, Load Case 3, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 35, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 35, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 35, Load Case 3, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 35, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 35, Load Case 3, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 35, Load Case 3, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 35, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 35, Load Case 3, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 35, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 35, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 5.24  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 4.096  148.927 OK 97 under
Design Member 35, Wind 1, Major Shear
fv  Fv, 0.244  99.285 OK 100 under
Design Member 35, Wind 1, Major Deflection
  L/250, 0.022  6.001 mm OK 100 under
Design Member 35, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.147  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.151  148.927 OK 100 under
Design Member 35, Wind 1, Minor Shear
fv  Fv, 0.007  99.285 OK 100 under
Design Member 35, Wind 1, Minor Deflection
  L/250, 0.001  6.001 mm OK 100 under
Design Member 35, Wind 1, Tension
On gross area ft  Ft, 0.622  148.927 OK 100 under
On net area ft  Ft, 0.622  199.948 OK 100 under
Design Member 35, Wind 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 35, Wind 1, Compression
fa  Fa, 0.294  87.867 OK 100 under
Design Member 35, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.622/148.927+5.24/148.927+0.147/148.927=0.04  1 OK 96 under
Design Member 35, Wind 1, Bending + Compression
fa/Fa=0.294/87.867=0.003  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.294/87.867+4.096/148.927+0.151/148.927=0.032  1 OK 97 under
Design Member 35, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 36 (D 19)


Members: 46,53
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 36, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 36, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 36, Load Case 1, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 36, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 36, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 36, Load Case 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 36, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 36, Load Case 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 36, Load Case 1, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 36, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 36, Load Case 1, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 36, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 36, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 4.649  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 4.785  148.927 OK 97 under
Design Member 36, Self Weight, Major Shear
fv  Fv, 0.188  99.285 OK 100 under
Design Member 36, Self Weight, Major Deflection
  L/250, 0.008  6.001 mm OK 100 under
Design Member 36, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.284  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.275  148.927 OK 100 under
Design Member 36, Self Weight, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 36, Self Weight, Minor Deflection
  L/250, 0.002  6.001 mm OK 100 under
Design Member 36, Self Weight, Tension
On gross area ft  Ft, 0.579  148.927 OK 100 under
On net area ft  Ft, 0.579  199.948 OK 100 under
Design Member 36, Self Weight, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  300.0 OK 66 under
Design Member 36, Self Weight, Compression
fa  Fa, 0.637  87.867 OK 99 under
Design Member 36, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.579/148.927+4.649/148.927+0.284/148.927=0.037  1 OK 96 under
Design Member 36, Self Weight, Bending + Compression
fa/Fa=0.637/87.867=0.007  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.637/87.867+4.785/148.927+0.275/148.927=0.041  1 OK 96 under
Design Member 36, Self Weight, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 36, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 36, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 36, Load Case 3, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 36, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 36, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 36, Load Case 3, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 36, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 36, Load Case 3, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 36, Load Case 3, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 36, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 36, Load Case 3, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 36, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 36, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.114  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 2.404  148.927 OK 98 under
Design Member 36, Wind 1, Major Shear
fv  Fv, 0.152  99.285 OK 100 under
Design Member 36, Wind 1, Major Deflection
  L/250, 0.014  6.001 mm OK 100 under
Design Member 36, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.217  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.213  148.927 OK 100 under
Design Member 36, Wind 1, Minor Shear
fv  Fv, 0.01  99.285 OK 100 under
Design Member 36, Wind 1, Minor Deflection
  L/250, 0.002  6.001 mm OK 100 under
Design Member 36, Wind 1, Tension
On gross area ft  Ft, 0.353  148.927 OK 100 under
On net area ft  Ft, 0.353  199.948 OK 100 under
Design Member 36, Wind 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 36, Wind 1, Compression
fa  Fa, 0.133  87.867 OK 100 under
Design Member 36, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.353/148.927+3.114/148.927+0.217/148.927=0.025  1 OK 98 under
Design Member 36, Wind 1, Bending + Compression
fa/Fa=0.133/87.867=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.133/87.867+2.404/148.927+0.213/148.927=0.019  1 OK 98 under
Design Member 36, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 37 (D 18)


Members: 47,52
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 37, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 37, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 37, Load Case 1, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 37, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 37, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 37, Load Case 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 37, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 37, Load Case 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 37, Load Case 1, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 37, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 37, Load Case 1, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 37, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 37, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 8.956  148.927 OK 94 under
Compressive Bending Stress:
fb  Fb, 8.681  148.927 OK 94 under
Design Member 37, Self Weight, Major Shear
fv  Fv, 0.351  99.285 OK 100 under
Design Member 37, Self Weight, Major Deflection
  L/250, 0.015  6.001 mm OK 100 under
Design Member 37, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.265  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.261  148.927 OK 100 under
Design Member 37, Self Weight, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 37, Self Weight, Minor Deflection
  L/250, 0.001  6.001 mm OK 100 under
Design Member 37, Self Weight, Tension
On gross area ft  Ft, 1.151  148.927 OK 99 under
On net area ft  Ft, 1.151  199.948 OK 99 under
Design Member 37, Self Weight, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  300.0 OK 66 under
Design Member 37, Self Weight, Compression
fa  Fa, 1.071  87.867 OK 99 under
Design Member 37, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=1.151/148.927+8.956/148.927+0.265/148.927=0.07  1 OK 93 under
Design Member 37, Self Weight, Bending + Compression
fa/Fa=1.071/87.867=0.012  0.15 
fa/Fa+fbx/Fbx+fby/Fby=1.071/87.867+8.681/148.927+0.261/148.927=0.072  1 OK 93 under
Design Member 37, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 37, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 37, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 37, Load Case 3, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 37, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 37, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 37, Load Case 3, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 37, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 37, Load Case 3, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 37, Load Case 3, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 37, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 37, Load Case 3, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 37, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 37, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 5.239  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 4.095  148.927 OK 97 under
Design Member 37, Wind 1, Major Shear
fv  Fv, 0.244  99.285 OK 100 under
Design Member 37, Wind 1, Major Deflection
  L/250, 0.022  6.001 mm OK 100 under
Design Member 37, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.151  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.147  148.927 OK 100 under
Design Member 37, Wind 1, Minor Shear
fv  Fv, 0.007  99.285 OK 100 under
Design Member 37, Wind 1, Minor Deflection
  L/250, 0.001  6.001 mm OK 100 under
Design Member 37, Wind 1, Tension
On gross area ft  Ft, 0.622  148.927 OK 100 under
On net area ft  Ft, 0.622  199.948 OK 100 under
Design Member 37, Wind 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 37, Wind 1, Compression
fa  Fa, 0.294  87.867 OK 100 under
Design Member 37, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.622/148.927+5.239/148.927+0.151/148.927=0.04  1 OK 96 under
Design Member 37, Wind 1, Bending + Compression
fa/Fa=0.294/87.867=0.003  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.294/87.867+4.095/148.927+0.147/148.927=0.032  1 OK 97 under
Design Member 37, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 38 (D 17)


Members: 48,51
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 38, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 38, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 38, Load Case 1, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 38, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 38, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 38, Load Case 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 38, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 38, Load Case 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 38, Load Case 1, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 38, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 38, Load Case 1, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 38, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 38, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.501  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 10.216  148.927 OK 93 under
Design Member 38, Self Weight, Major Shear
fv  Fv, 0.41  99.285 OK 100 under
Design Member 38, Self Weight, Major Deflection
  L/250, 0.018  6.001 mm OK 100 under
Design Member 38, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.002  148.927 OK 100 under
Design Member 38, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 38, Self Weight, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 38, Self Weight, Tension
On gross area ft  Ft, 1.332  148.927 OK 99 under
On net area ft  Ft, 1.332  199.948 OK 99 under
Design Member 38, Self Weight, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  300.0 OK 66 under
Design Member 38, Self Weight, Compression
fa  Fa, 1.253  87.867 OK 99 under
Design Member 38, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=1.332/148.927+10.501/148.927+0.001/148.927=0.079  1 OK 92 under
Design Member 38, Self Weight, Bending + Compression
fa/Fa=1.253/87.867=0.014  0.15 
fa/Fa+fbx/Fbx+fby/Fby=1.253/87.867+10.216/148.927+0.002/148.927=0.083  1 OK 92 under
Design Member 38, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 38, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 38, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 38, Load Case 3, Major Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 38, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 38, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 38, Load Case 3, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 38, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 38, Load Case 3, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 38, Load Case 3, Compression
fa  Fa, 0.0  87.867 OK 100 under
Design Member 38, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 38, Load Case 3, Bending + Compression
fa/Fa=0.0/87.867=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/87.867+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 38, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.01500.252/14.732 = 101.836
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+3101.836/(8126.099)-101.8363/(8126.0993)=1.904
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-101.8362/(2126.0992))248.211/1.904=87.867 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 38, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 6.007  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 4.688  148.927 OK 97 under
Design Member 38, Wind 1, Major Shear
fv  Fv, 0.276  99.285 OK 100 under
Design Member 38, Wind 1, Major Deflection
  L/250, 0.025  6.001 mm OK 100 under
Design Member 38, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Design Member 38, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 38, Wind 1, Minor Deflection
  L/250, 0.0  6.001 mm OK 100 under
Design Member 38, Wind 1, Tension
On gross area ft  Ft, 0.724  148.927 OK 100 under
On net area ft  Ft, 0.724  199.948 OK 100 under
Design Member 38, Wind 1, Slenderness
KzLz/rz = 1.01500.252/14.732 = 101.836  200.0 OK 49 under
Design Member 38, Wind 1, Compression
fa  Fa, 0.348  87.867 OK 100 under
Design Member 38, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.724/148.927+6.007/148.927+0.001/148.927=0.045  1 OK 95 under
Design Member 38, Wind 1, Bending + Compression
fa/Fa=0.348/87.867=0.004  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.348/87.867+4.688/148.927+0.001/148.927=0.035  1 OK 96 under
Design Member 38, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 39 (D 20)


Members: 54,58,68,78,82
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 39, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 39, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 39, Load Case 1, Major Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 39, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 39, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 39, Load Case 1, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 39, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 39, Load Case 1, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 39, Load Case 1, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 39, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 39, Load Case 1, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 39, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 39, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 7.244  148.927 OK 95 under
Compressive Bending Stress:
fb  Fb, 3.618  148.927 OK 98 under
Design Member 39, Self Weight, Major Shear
fv  Fv, 0.297  99.285 OK 100 under
Design Member 39, Self Weight, Major Deflection
  L/250, 0.25  12.0 mm OK 98 under
Design Member 39, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.087  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.039  148.927 OK 100 under
Design Member 39, Self Weight, Minor Shear
fv  Fv, 0.003  99.285 OK 100 under
Design Member 39, Self Weight, Minor Deflection
  L/250, 0.001  12.0 mm OK 100 under
Design Member 39, Self Weight, Tension
On gross area ft  Ft, 0.042  148.927 OK 100 under
On net area ft  Ft, 0.042  199.948 OK 100 under
Design Member 39, Self Weight, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638  300.0 OK 32 under
Design Member 39, Self Weight, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 39, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.042/148.927+7.244/148.927+0.087/148.927=0.05  1 OK 95 under
Design Member 39, Self Weight, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+3.618/148.927+0.039/148.927=0.025  1 OK 98 under
Design Member 39, Self Weight, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 38 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 39, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 39, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 39, Load Case 3, Major Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 39, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 39, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 39, Load Case 3, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 39, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 39, Load Case 3, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 39, Load Case 3, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 39, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 39, Load Case 3, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 39, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 39, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.03  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.852  148.927 OK 97 under
Design Member 39, Wind 1, Major Shear
fv  Fv, 0.137  99.285 OK 100 under
Design Member 39, Wind 1, Major Deflection
  L/250, 0.118  12.0 mm OK 99 under
Design Member 39, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.05  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.081  148.927 OK 100 under
Design Member 39, Wind 1, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 39, Wind 1, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 39, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 39, Wind 1, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 39, Wind 1, Compression
fa  Fa, 0.042  24.829 OK 100 under
Design Member 39, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.03/148.927+0.05/148.927=0.014  1 OK 99 under
Design Member 39, Wind 1, Bending + Compression
fa/Fa=0.042/24.829=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.042/24.829+3.852/148.927+0.081/148.927=0.028  1 OK 97 under
Design Member 39, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 39 under

Checking design member 40 (D 24)


Members: 55,65,71,81,85
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 40, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 40, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 40, Load Case 1, Major Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 40, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 40, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 40, Load Case 1, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 40, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 40, Load Case 1, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 40, Load Case 1, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 40, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 40, Load Case 1, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 40, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 40, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 7.244  148.927 OK 95 under
Compressive Bending Stress:
fb  Fb, 3.618  148.927 OK 98 under
Design Member 40, Self Weight, Major Shear
fv  Fv, 0.297  99.285 OK 100 under
Design Member 40, Self Weight, Major Deflection
  L/250, 0.25  12.0 mm OK 98 under
Design Member 40, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.04  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.09  148.927 OK 100 under
Design Member 40, Self Weight, Minor Shear
fv  Fv, 0.003  99.285 OK 100 under
Design Member 40, Self Weight, Minor Deflection
  L/250, 0.001  12.0 mm OK 100 under
Design Member 40, Self Weight, Tension
On gross area ft  Ft, 0.041  148.927 OK 100 under
On net area ft  Ft, 0.041  199.948 OK 100 under
Design Member 40, Self Weight, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638  300.0 OK 32 under
Design Member 40, Self Weight, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 40, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.041/148.927+7.244/148.927+0.04/148.927=0.049  1 OK 95 under
Design Member 40, Self Weight, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+3.618/148.927+0.09/148.927=0.025  1 OK 98 under
Design Member 40, Self Weight, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 37 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 40, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 40, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 40, Load Case 3, Major Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 40, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 40, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 40, Load Case 3, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 40, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 40, Load Case 3, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 40, Load Case 3, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 40, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 40, Load Case 3, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 40, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 40, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.031  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.852  148.927 OK 97 under
Design Member 40, Wind 1, Major Shear
fv  Fv, 0.137  99.285 OK 100 under
Design Member 40, Wind 1, Major Deflection
  L/250, 0.118  12.0 mm OK 99 under
Design Member 40, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.083  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.05  148.927 OK 100 under
Design Member 40, Wind 1, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 40, Wind 1, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 40, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 40, Wind 1, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 40, Wind 1, Compression
fa  Fa, 0.042  24.829 OK 100 under
Design Member 40, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.031/148.927+0.083/148.927=0.014  1 OK 99 under
Design Member 40, Wind 1, Bending + Compression
fa/Fa=0.042/24.829=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.042/24.829+3.852/148.927+0.05/148.927=0.028  1 OK 97 under
Design Member 40, Wind 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 41 under
Checking design member 41 (D 23)
Members: 56,63,70,80,84
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 41, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 41, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 41, Load Case 1, Major Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 41, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 41, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 41, Load Case 1, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 41, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 41, Load Case 1, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 41, Load Case 1, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 41, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 41, Load Case 1, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 41, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 41, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 13.975  148.927 OK 91 under
Compressive Bending Stress:
fb  Fb, 7.746  148.927 OK 95 under
Design Member 41, Self Weight, Major Shear
fv  Fv, 0.519  99.285 OK 99 under
Design Member 41, Self Weight, Major Deflection
  L/250, 0.502  12.0 mm OK 96 under
Design Member 41, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Design Member 41, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 41, Self Weight, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 41, Self Weight, Tension
On gross area ft  Ft, 0.061  148.927 OK 100 under
On net area ft  Ft, 0.061  199.948 OK 100 under
Design Member 41, Self Weight, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638  300.0 OK 32 under
Design Member 41, Self Weight, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 41, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.061/148.927+13.975/148.927+0.015/148.927=0.094  1 OK 91 under
Design Member 41, Self Weight, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+7.746/148.927+0.034/148.927=0.052  1 OK 95 under
Design Member 41, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 54 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 41, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 41, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 41, Load Case 3, Major Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 41, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 41, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 41, Load Case 3, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 41, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 41, Load Case 3, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 41, Load Case 3, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 41, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 41, Load Case 3, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 41, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 41, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.805  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 6.784  148.927 OK 95 under
Design Member 41, Wind 1, Major Shear
fv  Fv, 0.225  99.285 OK 100 under
Design Member 41, Wind 1, Major Deflection
  L/250, 0.228  12.0 mm OK 98 under
Design Member 41, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.024  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.014  148.927 OK 100 under
Design Member 41, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 41, Wind 1, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 41, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 41, Wind 1, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 41, Wind 1, Compression
fa  Fa, 0.052  24.829 OK 100 under
Design Member 41, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.805/148.927+0.024/148.927=0.026  1 OK 97 under
Design Member 41, Wind 1, Bending + Compression
fa/Fa=0.052/24.829=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.052/24.829+6.784/148.927+0.014/148.927=0.048  1 OK 95 under
Design Member 41, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 33 under

Checking design member 42 (D 21)


Members: 57,60,69,79,83
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 42, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 42, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 42, Load Case 1, Major Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 42, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 42, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 42, Load Case 1, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 42, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 42, Load Case 1, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 42, Load Case 1, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 42, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 42, Load Case 1, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 42, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 42, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 13.974  148.927 OK 91 under
Compressive Bending Stress:
fb  Fb, 7.748  148.927 OK 95 under
Design Member 42, Self Weight, Major Shear
fv  Fv, 0.519  99.285 OK 99 under
Design Member 42, Self Weight, Major Deflection
  L/250, 0.502  12.0 mm OK 96 under
Design Member 42, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Design Member 42, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 42, Self Weight, Minor Deflection
  L/250, 0.001  12.0 mm OK 100 under
Design Member 42, Self Weight, Tension
On gross area ft  Ft, 0.059  148.927 OK 100 under
On net area ft  Ft, 0.059  199.948 OK 100 under
Design Member 42, Self Weight, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638  300.0 OK 32 under
Design Member 42, Self Weight, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 42, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.059/148.927+13.974/148.927+0.034/148.927=0.094  1 OK 91 under
Design Member 42, Self Weight, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+7.748/148.927+0.015/148.927=0.052  1 OK 95 under
Design Member 42, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 55 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 42, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 42, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 42, Load Case 3, Major Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 42, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 42, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 42, Load Case 3, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 42, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 42, Load Case 3, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 42, Load Case 3, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 42, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 42, Load Case 3, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 42, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 42, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.8  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 6.783  148.927 OK 95 under
Design Member 42, Wind 1, Major Shear
fv  Fv, 0.225  99.285 OK 100 under
Design Member 42, Wind 1, Major Deflection
  L/250, 0.228  12.0 mm OK 98 under
Design Member 42, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.013  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.023  148.927 OK 100 under
Design Member 42, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 42, Wind 1, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 42, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 42, Wind 1, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 42, Wind 1, Compression
fa  Fa, 0.051  24.829 OK 100 under
Design Member 42, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.8/148.927+0.013/148.927=0.026  1 OK 97 under
Design Member 42, Wind 1, Bending + Compression
fa/Fa=0.051/24.829=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.051/24.829+6.783/148.927+0.023/148.927=0.048  1 OK 95 under
Design Member 42, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 31 under

Checking design member 43 (D 43)


Members: 59,191
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 43, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 43, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 43, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 43, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 43, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 43, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 43, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 43, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 43, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 43, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 43, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 43, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 43, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 5.006  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 2.245  148.927 OK 98 under
Design Member 43, Self Weight, Major Shear
fv  Fv, 0.263  99.285 OK 100 under
Design Member 43, Self Weight, Major Deflection
  L/250, 0.095  2.0 mm OK 95 under
Design Member 43, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.295  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.266  148.927 OK 100 under
Design Member 43, Self Weight, Minor Shear
fv  Fv, 0.04  99.285 OK 100 under
Design Member 43, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 43, Self Weight, Tension
On gross area ft  Ft, 0.053  148.927 OK 100 under
On net area ft  Ft, 0.053  199.948 OK 100 under
Design Member 43, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 43, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 43, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.053/148.927+5.006/148.927+0.295/148.927=0.036  1 OK 96 under
Design Member 43, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+2.245/148.927+0.266/148.927=0.017  1 OK 98 under
Design Member 43, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 69 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 43, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 43, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 43, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 43, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 43, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 43, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 43, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 43, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 43, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 43, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 43, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 43, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 43, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.613  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 1.367  148.927 OK 99 under
Design Member 43, Wind 1, Major Shear
fv  Fv, 0.083  99.285 OK 100 under
Design Member 43, Wind 1, Major Deflection
  L/250, 0.042  2.0 mm OK 98 under
Design Member 43, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.16  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.148  148.927 OK 100 under
Design Member 43, Wind 1, Minor Shear
fv  Fv, 0.029  99.285 OK 100 under
Design Member 43, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 43, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 43, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 43, Wind 1, Compression
fa  Fa, 0.009  135.524 OK 100 under
Design Member 43, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.613/148.927+0.16/148.927=0.005  1 OK 99 under
Design Member 43, Wind 1, Bending + Compression
fa/Fa=0.009/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.009/135.524+1.367/148.927+0.148/148.927=0.01  1 OK 99 under
Design Member 43, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 8 under

Checking design member 44 (D 45)


Members: 61,193
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 44, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 44, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 44, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 44, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 44, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 44, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 44, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 44, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 44, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 44, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 44, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 44, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 44, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.977  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.178  148.927 OK 99 under
Design Member 44, Self Weight, Major Shear
fv  Fv, 0.13  99.285 OK 100 under
Design Member 44, Self Weight, Major Deflection
  L/250, 0.09  2.0 mm OK 95 under
Design Member 44, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.051  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.096  148.927 OK 100 under
Design Member 44, Self Weight, Minor Shear
fv  Fv, 0.011  99.285 OK 100 under
Design Member 44, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 44, Self Weight, Tension
On gross area ft  Ft, 0.031  148.927 OK 100 under
On net area ft  Ft, 0.031  199.948 OK 100 under
Design Member 44, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 44, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 44, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.031/148.927+0.977/148.927+0.051/148.927=0.007  1 OK 99 under
Design Member 44, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+2.178/148.927+0.096/148.927=0.015  1 OK 98 under
Design Member 44, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 69 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 44, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 44, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 44, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 44, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 44, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 44, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 44, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 44, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 44, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 44, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 44, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 44, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 44, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.899  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.403  148.927 OK 100 under
Design Member 44, Wind 1, Major Shear
fv  Fv, 0.047  99.285 OK 100 under
Design Member 44, Wind 1, Major Deflection
  L/250, 0.036  2.0 mm OK 98 under
Design Member 44, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.133  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.065  148.927 OK 100 under
Design Member 44, Wind 1, Minor Shear
fv  Fv, 0.021  99.285 OK 100 under
Design Member 44, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 44, Wind 1, Tension
On gross area ft  Ft, 0.035  148.927 OK 100 under
On net area ft  Ft, 0.035  199.948 OK 100 under
Design Member 44, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 44, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 44, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.035/148.927+0.899/148.927+0.133/148.927=0.007  1 OK 99 under
Design Member 44, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.403/148.927+0.065/148.927=0.003  1 OK 100 under
Design Member 44, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 8 under

Checking design member 45 (D 42)


Members: 62,190
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 45, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 45, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 45, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 45, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 45, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 45, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 45, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 45, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 45, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 45, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 45, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 45, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 45, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.402  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.125  148.927 OK 98 under
Design Member 45, Self Weight, Major Shear
fv  Fv, 0.084  99.285 OK 100 under
Design Member 45, Self Weight, Major Deflection
  L/250, 0.034  2.0 mm OK 98 under
Design Member 45, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.007  148.927 OK 100 under
Design Member 45, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 45, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 45, Self Weight, Tension
On gross area ft  Ft, 0.054  148.927 OK 100 under
On net area ft  Ft, 0.054  199.948 OK 100 under
Design Member 45, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 45, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 45, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.054/148.927+1.402/148.927+0.016/148.927=0.01  1 OK 99 under
Design Member 45, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+3.125/148.927+0.007/148.927=0.021  1 OK 98 under
Design Member 45, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 50 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 45, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 45, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 45, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 45, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 45, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 45, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 45, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 45, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 45, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 45, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 45, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 45, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 45, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.294  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.581  148.927 OK 100 under
Design Member 45, Wind 1, Major Shear
fv  Fv, 0.033  99.285 OK 100 under
Design Member 45, Wind 1, Major Deflection
  L/250, 0.013  2.0 mm OK 99 under
Design Member 45, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.029  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.014  148.927 OK 100 under
Design Member 45, Wind 1, Minor Shear
fv  Fv, 0.009  99.285 OK 100 under
Design Member 45, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 45, Wind 1, Tension
On gross area ft  Ft, 0.014  148.927 OK 100 under
On net area ft  Ft, 0.014  199.948 OK 100 under
Design Member 45, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 45, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 45, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.014/148.927+1.294/148.927+0.029/148.927=0.009  1 OK 99 under
Design Member 45, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.581/148.927+0.014/148.927=0.004  1 OK 100 under
Design Member 45, Wind 1, Sway
 > Y/300.0, 0.001 > 0.252/300.0=0.001 mm FAILED 19 over

Checking design member 46 (D 38)


Members: 64,186
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 46, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 46, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 46, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 46, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 46, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 46, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 46, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 46, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 46, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 46, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 46, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 46, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 46, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.402  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.125  148.927 OK 98 under
Design Member 46, Self Weight, Major Shear
fv  Fv, 0.084  99.285 OK 100 under
Design Member 46, Self Weight, Major Deflection
  L/250, 0.034  2.0 mm OK 98 under
Design Member 46, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.017  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Design Member 46, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 46, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 46, Self Weight, Tension
On gross area ft  Ft, 0.054  148.927 OK 100 under
On net area ft  Ft, 0.054  199.948 OK 100 under
Design Member 46, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 46, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 46, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.054/148.927+1.402/148.927+0.017/148.927=0.01  1 OK 99 under
Design Member 46, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+3.125/148.927+0.008/148.927=0.021  1 OK 98 under
Design Member 46, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 41 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 46, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 46, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 46, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 46, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 46, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 46, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 46, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 46, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 46, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 46, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 46, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 46, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 46, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.294  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.58  148.927 OK 100 under
Design Member 46, Wind 1, Major Shear
fv  Fv, 0.033  99.285 OK 100 under
Design Member 46, Wind 1, Major Deflection
  L/250, 0.013  2.0 mm OK 99 under
Design Member 46, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.031  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.014  148.927 OK 100 under
Design Member 46, Wind 1, Minor Shear
fv  Fv, 0.009  99.285 OK 100 under
Design Member 46, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 46, Wind 1, Tension
On gross area ft  Ft, 0.014  148.927 OK 100 under
On net area ft  Ft, 0.014  199.948 OK 100 under
Design Member 46, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 46, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 46, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.014/148.927+1.294/148.927+0.031/148.927=0.009  1 OK 99 under
Design Member 46, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.58/148.927+0.014/148.927=0.004  1 OK 100 under
Design Member 46, Wind 1, Sway
 > Y/300.0, 0.001 > 0.252/300.0=0.001 mm FAILED 28 over

Checking design member 47 (D 39)


Members: 66,187
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 47, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 47, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 47, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 47, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 47, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 47, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 47, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 47, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 47, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 47, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 47, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 47, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 47, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.977  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.177  148.927 OK 99 under
Design Member 47, Self Weight, Major Shear
fv  Fv, 0.13  99.285 OK 100 under
Design Member 47, Self Weight, Major Deflection
  L/250, 0.09  2.0 mm OK 95 under
Design Member 47, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.056  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.103  148.927 OK 100 under
Design Member 47, Self Weight, Minor Shear
fv  Fv, 0.011  99.285 OK 100 under
Design Member 47, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 47, Self Weight, Tension
On gross area ft  Ft, 0.032  148.927 OK 100 under
On net area ft  Ft, 0.032  199.948 OK 100 under
Design Member 47, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 47, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 47, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.032/148.927+0.977/148.927+0.056/148.927=0.007  1 OK 99 under
Design Member 47, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+2.177/148.927+0.103/148.927=0.015  1 OK 98 under
Design Member 47, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 47 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 47, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 47, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 47, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 47, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 47, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 47, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 47, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 47, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 47, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 47, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 47, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 47, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 47, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.899  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.403  148.927 OK 100 under
Design Member 47, Wind 1, Major Shear
fv  Fv, 0.047  99.285 OK 100 under
Design Member 47, Wind 1, Major Deflection
  L/250, 0.036  2.0 mm OK 98 under
Design Member 47, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.137  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.068  148.927 OK 100 under
Design Member 47, Wind 1, Minor Shear
fv  Fv, 0.021  99.285 OK 100 under
Design Member 47, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 47, Wind 1, Tension
On gross area ft  Ft, 0.033  148.927 OK 100 under
On net area ft  Ft, 0.033  199.948 OK 100 under
Design Member 47, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 47, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 47, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.033/148.927+0.899/148.927+0.137/148.927=0.007  1 OK 99 under
Design Member 47, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.403/148.927+0.068/148.927=0.003  1 OK 100 under
Design Member 47, Wind 1, Sway
 > Y/300.0, 0.001 > 0.252/300.0=0.001 mm FAILED 20 over

Checking design member 48 (D 28)


Members: 67,176
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 48, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 48, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 48, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 48, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 48, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 48, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 48, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 48, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 48, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 48, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 48, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 48, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 48, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 5.005  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 2.245  148.927 OK 98 under
Design Member 48, Self Weight, Major Shear
fv  Fv, 0.263  99.285 OK 100 under
Design Member 48, Self Weight, Major Deflection
  L/250, 0.095  2.0 mm OK 95 under
Design Member 48, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.291  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.262  148.927 OK 100 under
Design Member 48, Self Weight, Minor Shear
fv  Fv, 0.04  99.285 OK 100 under
Design Member 48, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 48, Self Weight, Tension
On gross area ft  Ft, 0.054  148.927 OK 100 under
On net area ft  Ft, 0.054  199.948 OK 100 under
Design Member 48, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 48, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 48, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.054/148.927+5.005/148.927+0.291/148.927=0.036  1 OK 96 under
Design Member 48, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+2.245/148.927+0.262/148.927=0.017  1 OK 98 under
Design Member 48, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 65 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 48, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 48, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 48, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 48, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 48, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 48, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 48, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 48, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 48, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 48, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 48, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 48, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 48, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.613  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 1.367  148.927 OK 99 under
Design Member 48, Wind 1, Major Shear
fv  Fv, 0.083  99.285 OK 100 under
Design Member 48, Wind 1, Major Deflection
  L/250, 0.042  2.0 mm OK 98 under
Design Member 48, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.159  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.147  148.927 OK 100 under
Design Member 48, Wind 1, Minor Shear
fv  Fv, 0.029  99.285 OK 100 under
Design Member 48, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 48, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 48, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 48, Wind 1, Compression
fa  Fa, 0.01  135.524 OK 100 under
Design Member 48, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.613/148.927+0.159/148.927=0.005  1 OK 99 under
Design Member 48, Wind 1, Bending + Compression
fa/Fa=0.01/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.01/135.524+1.367/148.927+0.147/148.927=0.01  1 OK 99 under
Design Member 48, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 7 under

Checking design member 49 (D 30)


Members: 72,178
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 49, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 49, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 49, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 49, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 49, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 49, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 49, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 49, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 49, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 49, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 49, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 49, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 49, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.466  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 4.695  148.927 OK 97 under
Design Member 49, Self Weight, Major Shear
fv  Fv, 0.471  99.285 OK 100 under
Design Member 49, Self Weight, Major Deflection
  L/250, 0.202  2.0 mm OK 90 under
Design Member 49, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.105  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.096  148.927 OK 100 under
Design Member 49, Self Weight, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 49, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 49, Self Weight, Tension
On gross area ft  Ft, 0.048  148.927 OK 100 under
On net area ft  Ft, 0.048  199.948 OK 100 under
Design Member 49, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 49, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 49, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.048/148.927+10.466/148.927+0.105/148.927=0.071  1 OK 93 under
Design Member 49, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+4.695/148.927+0.096/148.927=0.032  1 OK 97 under
Design Member 49, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 74 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 49, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 49, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 49, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 49, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 49, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 49, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 49, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 49, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 49, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 49, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 49, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 49, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 49, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.652  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.683  148.927 OK 98 under
Design Member 49, Wind 1, Major Shear
fv  Fv, 0.181  99.285 OK 100 under
Design Member 49, Wind 1, Major Deflection
  L/250, 0.093  2.0 mm OK 95 under
Design Member 49, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.064  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.03  148.927 OK 100 under
Design Member 49, Wind 1, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 49, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 49, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 49, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 49, Wind 1, Compression
fa  Fa, 0.002  135.524 OK 100 under
Design Member 49, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/148.927+1.652/148.927+0.064/148.927=0.012  1 OK 99 under
Design Member 49, Wind 1, Bending + Compression
fa/Fa=0.002/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.002/135.524+3.683/148.927+0.03/148.927=0.025  1 OK 98 under
Design Member 49, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 11 under

Checking design member 50 (D 41)


Members: 73,189
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 50, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 50, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 50, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 50, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 50, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 50, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 50, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 50, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 50, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 50, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 50, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 50, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 50, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.444  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.447  148.927 OK 96 under
Design Member 50, Self Weight, Major Shear
fv  Fv, 0.246  99.285 OK 100 under
Design Member 50, Self Weight, Major Deflection
  L/250, 0.203  2.0 mm OK 90 under
Design Member 50, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.035  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.042  148.927 OK 100 under
Design Member 50, Self Weight, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 50, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 50, Self Weight, Tension
On gross area ft  Ft, 0.044  148.927 OK 100 under
On net area ft  Ft, 0.044  199.948 OK 100 under
Design Member 50, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 50, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 50, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.044/148.927+2.444/148.927+0.035/148.927=0.017  1 OK 98 under
Design Member 50, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.447/148.927+0.042/148.927=0.037  1 OK 96 under
Design Member 50, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 74 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 50, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 50, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 50, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 50, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 50, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 50, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 50, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 50, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 50, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 50, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 50, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 50, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 50, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.278  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.022  148.927 OK 99 under
Design Member 50, Wind 1, Major Shear
fv  Fv, 0.091  99.285 OK 100 under
Design Member 50, Wind 1, Major Deflection
  L/250, 0.086  2.0 mm OK 96 under
Design Member 50, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.075  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Design Member 50, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 50, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 50, Wind 1, Tension
On gross area ft  Ft, 0.016  148.927 OK 100 under
On net area ft  Ft, 0.016  199.948 OK 100 under
Design Member 50, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 50, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 50, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.016/148.927+2.278/148.927+0.075/148.927=0.016  1 OK 98 under
Design Member 50, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.022/148.927+0.034/148.927=0.007  1 OK 99 under
Design Member 50, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 11 under

Checking design member 51 (D 33)


Members: 74,181
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 51, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 51, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 51, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 51, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 51, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 51, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 51, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 51, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 51, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 51, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 51, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 51, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 51, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.039  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.774  148.927 OK 95 under
Design Member 51, Self Weight, Major Shear
fv  Fv, 0.116  99.285 OK 100 under
Design Member 51, Self Weight, Major Deflection
  L/250, 0.079  2.0 mm OK 96 under
Design Member 51, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Design Member 51, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 51, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 51, Self Weight, Tension
On gross area ft  Ft, 0.037  148.927 OK 100 under
On net area ft  Ft, 0.037  199.948 OK 100 under
Design Member 51, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 51, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 51, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.037/148.927+3.039/148.927+0.016/148.927=0.021  1 OK 98 under
Design Member 51, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+6.774/148.927+0.015/148.927=0.046  1 OK 95 under
Design Member 51, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 69 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 51, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 51, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 51, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 51, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 51, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 51, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 51, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 51, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 51, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 51, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 51, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 51, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 51, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.87  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.287  148.927 OK 99 under
Design Member 51, Wind 1, Major Shear
fv  Fv, 0.044  99.285 OK 100 under
Design Member 51, Wind 1, Major Deflection
  L/250, 0.033  2.0 mm OK 98 under
Design Member 51, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.035  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Design Member 51, Wind 1, Minor Shear
fv  Fv, 0.01  99.285 OK 100 under
Design Member 51, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 51, Wind 1, Tension
On gross area ft  Ft, 0.02  148.927 OK 100 under
On net area ft  Ft, 0.02  199.948 OK 100 under
Design Member 51, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 51, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 51, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.02/148.927+2.87/148.927+0.035/148.927=0.02  1 OK 98 under
Design Member 51, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.287/148.927+0.016/148.927=0.009  1 OK 99 under
Design Member 51, Wind 1, Sway
 > Y/300.0, 0.001 > 0.252/300.0=0.001 mm FAILED 4 over

Checking design member 52 (D 29)


Members: 75,177
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 52, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 52, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 52, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 52, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 52, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 52, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 52, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 52, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 52, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 52, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 52, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 52, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 52, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.039  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.774  148.927 OK 95 under
Design Member 52, Self Weight, Major Shear
fv  Fv, 0.116  99.285 OK 100 under
Design Member 52, Self Weight, Major Deflection
  L/250, 0.079  2.0 mm OK 96 under
Design Member 52, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.017  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.017  148.927 OK 100 under
Design Member 52, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 52, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 52, Self Weight, Tension
On gross area ft  Ft, 0.038  148.927 OK 100 under
On net area ft  Ft, 0.038  199.948 OK 100 under
Design Member 52, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 52, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 52, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.038/148.927+3.039/148.927+0.017/148.927=0.021  1 OK 98 under
Design Member 52, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+6.774/148.927+0.017/148.927=0.046  1 OK 95 under
Design Member 52, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 62 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 52, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 52, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 52, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 52, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 52, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 52, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 52, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 52, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 52, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 52, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 52, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 52, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 52, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.87  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.287  148.927 OK 99 under
Design Member 52, Wind 1, Major Shear
fv  Fv, 0.044  99.285 OK 100 under
Design Member 52, Wind 1, Major Deflection
  L/250, 0.033  2.0 mm OK 98 under
Design Member 52, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.036  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Design Member 52, Wind 1, Minor Shear
fv  Fv, 0.01  99.285 OK 100 under
Design Member 52, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 52, Wind 1, Tension
On gross area ft  Ft, 0.019  148.927 OK 100 under
On net area ft  Ft, 0.019  199.948 OK 100 under
Design Member 52, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 52, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 52, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.019/148.927+2.87/148.927+0.036/148.927=0.02  1 OK 98 under
Design Member 52, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.287/148.927+0.016/148.927=0.009  1 OK 99 under
Design Member 52, Wind 1, Sway
 > Y/300.0, 0.001 > 0.252/300.0=0.001 mm FAILED 11 over

Checking design member 53 (D 35)


Members: 76,183
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 53, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 53, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 53, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 53, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 53, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 53, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 53, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 53, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 53, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 53, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 53, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 53, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 53, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.443  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.446  148.927 OK 96 under
Design Member 53, Self Weight, Major Shear
fv  Fv, 0.246  99.285 OK 100 under
Design Member 53, Self Weight, Major Deflection
  L/250, 0.203  2.0 mm OK 90 under
Design Member 53, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.032  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.046  148.927 OK 100 under
Design Member 53, Self Weight, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 53, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 53, Self Weight, Tension
On gross area ft  Ft, 0.047  148.927 OK 100 under
On net area ft  Ft, 0.047  199.948 OK 100 under
Design Member 53, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 53, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 53, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.047/148.927+2.443/148.927+0.032/148.927=0.017  1 OK 98 under
Design Member 53, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.446/148.927+0.046/148.927=0.037  1 OK 96 under
Design Member 53, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 66 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 53, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 53, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 53, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 53, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 53, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 53, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 53, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 53, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 53, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 53, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 53, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 53, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 53, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.278  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.022  148.927 OK 99 under
Design Member 53, Wind 1, Major Shear
fv  Fv, 0.091  99.285 OK 100 under
Design Member 53, Wind 1, Major Deflection
  L/250, 0.086  2.0 mm OK 96 under
Design Member 53, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.077  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Design Member 53, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 53, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 53, Wind 1, Tension
On gross area ft  Ft, 0.014  148.927 OK 100 under
On net area ft  Ft, 0.014  199.948 OK 100 under
Design Member 53, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 53, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 53, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.014/148.927+2.278/148.927+0.077/148.927=0.016  1 OK 98 under
Design Member 53, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.022/148.927+0.034/148.927=0.007  1 OK 99 under
Design Member 53, Wind 1, Sway
 > Y/300.0, 0.001 > 0.252/300.0=0.001 mm FAILED 5 over

Checking design member 54 (D 44)


Members: 77,192
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 54, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 54, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 54, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 54, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 54, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 54, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 54, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 54, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 54, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 54, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 54, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 54, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 54, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.465  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 4.694  148.927 OK 97 under
Design Member 54, Self Weight, Major Shear
fv  Fv, 0.471  99.285 OK 100 under
Design Member 54, Self Weight, Major Deflection
  L/250, 0.202  2.0 mm OK 90 under
Design Member 54, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.105  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.096  148.927 OK 100 under
Design Member 54, Self Weight, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 54, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 54, Self Weight, Tension
On gross area ft  Ft, 0.049  148.927 OK 100 under
On net area ft  Ft, 0.049  199.948 OK 100 under
Design Member 54, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 54, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 54, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.049/148.927+10.465/148.927+0.105/148.927=0.071  1 OK 93 under
Design Member 54, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+4.694/148.927+0.096/148.927=0.032  1 OK 97 under
Design Member 54, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 68 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 54, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 54, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 54, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 54, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 54, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 54, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 54, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 54, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 54, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 54, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 54, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 54, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 54, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.652  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.683  148.927 OK 98 under
Design Member 54, Wind 1, Major Shear
fv  Fv, 0.181  99.285 OK 100 under
Design Member 54, Wind 1, Major Deflection
  L/250, 0.093  2.0 mm OK 95 under
Design Member 54, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.064  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.03  148.927 OK 100 under
Design Member 54, Wind 1, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 54, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 54, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 54, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 54, Wind 1, Compression
fa  Fa, 0.003  135.524 OK 100 under
Design Member 54, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.652/148.927+0.064/148.927=0.012  1 OK 99 under
Design Member 54, Wind 1, Bending + Compression
fa/Fa=0.003/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.003/135.524+3.683/148.927+0.03/148.927=0.025  1 OK 98 under
Design Member 54, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 11 under

Checking design member 55 (D 32)


Members: 86,180
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 55, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 55, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 55, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 55, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 55, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 55, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 55, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 55, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 55, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 55, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 55, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 55, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 55, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 12.892  148.927 OK 91 under
Compressive Bending Stress:
fb  Fb, 5.783  148.927 OK 96 under
Design Member 55, Self Weight, Major Shear
fv  Fv, 0.554  99.285 OK 99 under
Design Member 55, Self Weight, Major Deflection
  L/250, 0.247  2.0 mm OK 88 under
Design Member 55, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.019  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.009  148.927 OK 100 under
Design Member 55, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 55, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 55, Self Weight, Tension
On gross area ft  Ft, 0.047  148.927 OK 100 under
On net area ft  Ft, 0.047  199.948 OK 100 under
Design Member 55, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 55, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 55, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.047/148.927+12.892/148.927+0.019/148.927=0.087  1 OK 91 under
Design Member 55, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.783/148.927+0.009/148.927=0.039  1 OK 96 under
Design Member 55, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 79 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 55, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 55, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 55, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 55, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 55, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 55, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 55, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 55, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 55, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 55, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 55, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 55, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 55, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.161  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 4.817  148.927 OK 97 under
Design Member 55, Wind 1, Major Shear
fv  Fv, 0.222  99.285 OK 100 under
Design Member 55, Wind 1, Major Deflection
  L/250, 0.117  2.0 mm OK 94 under
Design Member 55, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.046  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.021  148.927 OK 100 under
Design Member 55, Wind 1, Minor Shear
fv  Fv, 0.011  99.285 OK 100 under
Design Member 55, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 55, Wind 1, Tension
On gross area ft  Ft, 0.001  148.927 OK 100 under
On net area ft  Ft, 0.001  199.948 OK 100 under
Design Member 55, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 55, Wind 1, Compression
fa  Fa, 0.001  135.524 OK 100 under
Design Member 55, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.001/148.927+2.161/148.927+0.046/148.927=0.015  1 OK 99 under
Design Member 55, Wind 1, Bending + Compression
fa/Fa=0.001/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.001/135.524+4.817/148.927+0.021/148.927=0.032  1 OK 97 under
Design Member 55, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 17 under

Checking design member 56 (D 26)


Members: 87,174
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 56, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 56, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 56, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 56, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 56, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 56, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 56, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 56, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 56, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 56, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 56, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 56, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 56, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.117  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.948  148.927 OK 95 under
Design Member 56, Self Weight, Major Shear
fv  Fv, 0.3  99.285 OK 100 under
Design Member 56, Self Weight, Major Deflection
  L/250, 0.254  2.0 mm OK 87 under
Design Member 56, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Design Member 56, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 56, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 56, Self Weight, Tension
On gross area ft  Ft, 0.052  148.927 OK 100 under
On net area ft  Ft, 0.052  199.948 OK 100 under
Design Member 56, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 56, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 56, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.052/148.927+3.117/148.927+0.015/148.927=0.021  1 OK 98 under
Design Member 56, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+6.948/148.927+0.016/148.927=0.047  1 OK 95 under
Design Member 56, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 79 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 56, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 56, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 56, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 56, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 56, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 56, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 56, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 56, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 56, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 56, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 56, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 56, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 56, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.018  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.354  148.927 OK 99 under
Design Member 56, Wind 1, Major Shear
fv  Fv, 0.114  99.285 OK 100 under
Design Member 56, Wind 1, Major Deflection
  L/250, 0.111  2.0 mm OK 94 under
Design Member 56, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.058  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.026  148.927 OK 100 under
Design Member 56, Wind 1, Minor Shear
fv  Fv, 0.012  99.285 OK 100 under
Design Member 56, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 56, Wind 1, Tension
On gross area ft  Ft, 0.006  148.927 OK 100 under
On net area ft  Ft, 0.006  199.948 OK 100 under
Design Member 56, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 56, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 56, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.006/148.927+3.018/148.927+0.058/148.927=0.021  1 OK 98 under
Design Member 56, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.354/148.927+0.026/148.927=0.009  1 OK 99 under
Design Member 56, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 17 under

Checking design member 57 (D 40)


Members: 88,188
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 57, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 57, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 57, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 57, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 57, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 57, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 57, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 57, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 57, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 57, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 57, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 57, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 57, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.855  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 8.594  148.927 OK 94 under
Design Member 57, Self Weight, Major Shear
fv  Fv, 0.132  99.285 OK 100 under
Design Member 57, Self Weight, Major Deflection
  L/250, 0.1  2.0 mm OK 95 under
Design Member 57, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.01  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.01  148.927 OK 100 under
Design Member 57, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 57, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 57, Self Weight, Tension
On gross area ft  Ft, 0.042  148.927 OK 100 under
On net area ft  Ft, 0.042  199.948 OK 100 under
Design Member 57, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 57, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 57, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.042/148.927+3.855/148.927+0.01/148.927=0.026  1 OK 97 under
Design Member 57, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+8.594/148.927+0.01/148.927=0.058  1 OK 94 under
Design Member 57, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 81 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 57, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 57, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 57, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 57, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 57, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 57, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 57, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 57, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 57, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 57, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 57, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 57, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 57, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.665  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.644  148.927 OK 99 under
Design Member 57, Wind 1, Major Shear
fv  Fv, 0.05  99.285 OK 100 under
Design Member 57, Wind 1, Major Deflection
  L/250, 0.042  2.0 mm OK 98 under
Design Member 57, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.037  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Design Member 57, Wind 1, Minor Shear
fv  Fv, 0.01  99.285 OK 100 under
Design Member 57, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 57, Wind 1, Tension
On gross area ft  Ft, 0.01  148.927 OK 100 under
On net area ft  Ft, 0.01  199.948 OK 100 under
Design Member 57, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 57, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 57, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.01/148.927+3.665/148.927+0.037/148.927=0.025  1 OK 98 under
Design Member 57, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.644/148.927+0.016/148.927=0.011  1 OK 99 under
Design Member 57, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 8 under

Checking design member 58 (D 36)


Members: 89,184
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 58, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 58, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 58, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 58, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 58, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 58, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 58, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 58, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 58, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 58, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 58, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 58, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 58, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.855  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 8.594  148.927 OK 94 under
Design Member 58, Self Weight, Major Shear
fv  Fv, 0.132  99.285 OK 100 under
Design Member 58, Self Weight, Major Deflection
  L/250, 0.1  2.0 mm OK 95 under
Design Member 58, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.007  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.007  148.927 OK 100 under
Design Member 58, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 58, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 58, Self Weight, Tension
On gross area ft  Ft, 0.044  148.927 OK 100 under
On net area ft  Ft, 0.044  199.948 OK 100 under
Design Member 58, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 58, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 58, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.044/148.927+3.855/148.927+0.007/148.927=0.026  1 OK 97 under
Design Member 58, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+8.594/148.927+0.007/148.927=0.058  1 OK 94 under
Design Member 58, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 79 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 58, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 58, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 58, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 58, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 58, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 58, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 58, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 58, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 58, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 58, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 58, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 58, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 58, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.665  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.644  148.927 OK 99 under
Design Member 58, Wind 1, Major Shear
fv  Fv, 0.05  99.285 OK 100 under
Design Member 58, Wind 1, Major Deflection
  L/250, 0.042  2.0 mm OK 98 under
Design Member 58, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Design Member 58, Wind 1, Minor Shear
fv  Fv, 0.009  99.285 OK 100 under
Design Member 58, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 58, Wind 1, Tension
On gross area ft  Ft, 0.01  148.927 OK 100 under
On net area ft  Ft, 0.01  199.948 OK 100 under
Design Member 58, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 58, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 58, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.01/148.927+3.665/148.927+0.034/148.927=0.025  1 OK 98 under
Design Member 58, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.644/148.927+0.015/148.927=0.011  1 OK 99 under
Design Member 58, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 3 under

Checking design member 59 (D 34)


Members: 90,182
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 59, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 59, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 59, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 59, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 59, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 59, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 59, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 59, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 59, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 59, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 59, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 59, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 59, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.116  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.947  148.927 OK 95 under
Design Member 59, Self Weight, Major Shear
fv  Fv, 0.301  99.285 OK 100 under
Design Member 59, Self Weight, Major Deflection
  L/250, 0.254  2.0 mm OK 87 under
Design Member 59, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.014  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.017  148.927 OK 100 under
Design Member 59, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 59, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 59, Self Weight, Tension
On gross area ft  Ft, 0.055  148.927 OK 100 under
On net area ft  Ft, 0.055  199.948 OK 100 under
Design Member 59, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 59, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 59, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.055/148.927+3.116/148.927+0.014/148.927=0.021  1 OK 98 under
Design Member 59, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+6.947/148.927+0.017/148.927=0.047  1 OK 95 under
Design Member 59, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 78 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 59, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 59, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 59, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 59, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 59, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 59, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 59, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 59, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 59, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 59, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 59, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 59, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 59, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.018  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.354  148.927 OK 99 under
Design Member 59, Wind 1, Major Shear
fv  Fv, 0.114  99.285 OK 100 under
Design Member 59, Wind 1, Major Deflection
  L/250, 0.111  2.0 mm OK 94 under
Design Member 59, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.058  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.026  148.927 OK 100 under
Design Member 59, Wind 1, Minor Shear
fv  Fv, 0.012  99.285 OK 100 under
Design Member 59, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 59, Wind 1, Tension
On gross area ft  Ft, 0.004  148.927 OK 100 under
On net area ft  Ft, 0.004  199.948 OK 100 under
Design Member 59, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 59, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 59, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.004/148.927+3.018/148.927+0.058/148.927=0.021  1 OK 98 under
Design Member 59, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.354/148.927+0.026/148.927=0.009  1 OK 99 under
Design Member 59, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 8 under

Checking design member 60 (D 46)


Members: 91,194
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 60, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 60, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 60, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 60, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 60, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 60, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 60, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 60, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 60, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 60, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 60, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 60, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 60, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 12.892  148.927 OK 91 under
Compressive Bending Stress:
fb  Fb, 5.783  148.927 OK 96 under
Design Member 60, Self Weight, Major Shear
fv  Fv, 0.554  99.285 OK 99 under
Design Member 60, Self Weight, Major Deflection
  L/250, 0.247  2.0 mm OK 88 under
Design Member 60, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.017  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Design Member 60, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 60, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 60, Self Weight, Tension
On gross area ft  Ft, 0.048  148.927 OK 100 under
On net area ft  Ft, 0.048  199.948 OK 100 under
Design Member 60, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 60, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 60, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.048/148.927+12.892/148.927+0.017/148.927=0.087  1 OK 91 under
Design Member 60, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.783/148.927+0.008/148.927=0.039  1 OK 96 under
Design Member 60, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 71 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 60, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 60, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 60, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 60, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 60, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 60, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 60, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 60, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 60, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 60, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 60, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 60, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 60, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.161  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 4.817  148.927 OK 97 under
Design Member 60, Wind 1, Major Shear
fv  Fv, 0.222  99.285 OK 100 under
Design Member 60, Wind 1, Major Deflection
  L/250, 0.117  2.0 mm OK 94 under
Design Member 60, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.048  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.022  148.927 OK 100 under
Design Member 60, Wind 1, Minor Shear
fv  Fv, 0.011  99.285 OK 100 under
Design Member 60, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 60, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 60, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 60, Wind 1, Compression
fa  Fa, 0.002  135.524 OK 100 under
Design Member 60, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.161/148.927+0.048/148.927=0.015  1 OK 99 under
Design Member 60, Wind 1, Bending + Compression
fa/Fa=0.002/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.002/135.524+4.817/148.927+0.022/148.927=0.033  1 OK 97 under
Design Member 60, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 17 under

Checking design member 61 (D 48)


Members: 92,196
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 61, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 61, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 61, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 61, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 61, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 61, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 61, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 61, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 61, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 61, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 61, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 61, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 61, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 11.457  148.927 OK 92 under
Compressive Bending Stress:
fb  Fb, 5.139  148.927 OK 97 under
Design Member 61, Self Weight, Major Shear
fv  Fv, 0.503  99.285 OK 99 under
Design Member 61, Self Weight, Major Deflection
  L/250, 0.211  2.0 mm OK 89 under
Design Member 61, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.051  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.023  148.927 OK 100 under
Design Member 61, Self Weight, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 61, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 61, Self Weight, Tension
On gross area ft  Ft, 0.048  148.927 OK 100 under
On net area ft  Ft, 0.048  199.948 OK 100 under
Design Member 61, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 61, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 61, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.048/148.927+11.457/148.927+0.051/148.927=0.078  1 OK 92 under
Design Member 61, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.139/148.927+0.023/148.927=0.035  1 OK 97 under
Design Member 61, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 87 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 61, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 61, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 61, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 61, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 61, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 61, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 61, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 61, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 61, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 61, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 61, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 61, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 61, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.889  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 4.212  148.927 OK 97 under
Design Member 61, Wind 1, Major Shear
fv  Fv, 0.195  99.285 OK 100 under
Design Member 61, Wind 1, Major Deflection
  L/250, 0.101  2.0 mm OK 95 under
Design Member 61, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.108  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.049  148.927 OK 100 under
Design Member 61, Wind 1, Minor Shear
fv  Fv, 0.018  99.285 OK 100 under
Design Member 61, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 61, Wind 1, Tension
On gross area ft  Ft, 0.006  148.927 OK 100 under
On net area ft  Ft, 0.006  199.948 OK 100 under
Design Member 61, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 61, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 61, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.006/148.927+1.889/148.927+0.108/148.927=0.013  1 OK 99 under
Design Member 61, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+4.212/148.927+0.049/148.927=0.029  1 OK 97 under
Design Member 61, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 27 under

Checking design member 62 (D 49)


Members: 93,197
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 62, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 62, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 62, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 62, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 62, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 62, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 62, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 62, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 62, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 62, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 62, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 62, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 62, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.592  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.778  148.927 OK 96 under
Design Member 62, Self Weight, Major Shear
fv  Fv, 0.258  99.285 OK 100 under
Design Member 62, Self Weight, Major Deflection
  L/250, 0.214  2.0 mm OK 89 under
Design Member 62, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.007  148.927 OK 100 under
Design Member 62, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 62, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 62, Self Weight, Tension
On gross area ft  Ft, 0.044  148.927 OK 100 under
On net area ft  Ft, 0.044  199.948 OK 100 under
Design Member 62, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 62, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 62, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.044/148.927+2.592/148.927+0.015/148.927=0.018  1 OK 98 under
Design Member 62, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.778/148.927+0.007/148.927=0.039  1 OK 96 under
Design Member 62, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 87 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 62, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 62, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 62, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 62, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 62, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 62, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 62, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 62, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 62, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 62, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 62, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 62, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 62, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.545  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.142  148.927 OK 99 under
Design Member 62, Wind 1, Major Shear
fv  Fv, 0.103  99.285 OK 100 under
Design Member 62, Wind 1, Major Deflection
  L/250, 0.095  2.0 mm OK 95 under
Design Member 62, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.074  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.037  148.927 OK 100 under
Design Member 62, Wind 1, Minor Shear
fv  Fv, 0.015  99.285 OK 100 under
Design Member 62, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 62, Wind 1, Tension
On gross area ft  Ft, 0.002  148.927 OK 100 under
On net area ft  Ft, 0.002  199.948 OK 100 under
Design Member 62, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 62, Wind 1, Compression
fa  Fa, 0.001  135.524 OK 100 under
Design Member 62, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.002/148.927+2.545/148.927+0.074/148.927=0.018  1 OK 98 under
Design Member 62, Wind 1, Bending + Compression
fa/Fa=0.001/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.001/135.524+1.142/148.927+0.037/148.927=0.008  1 OK 99 under
Design Member 62, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 27 under

Checking design member 63 (D 31)


Members: 94,179
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 63, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 63, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 63, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 63, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 63, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 63, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 63, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 63, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 63, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 63, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 63, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 63, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 63, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.256  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.26  148.927 OK 95 under
Design Member 63, Self Weight, Major Shear
fv  Fv, 0.118  99.285 OK 100 under
Design Member 63, Self Weight, Major Deflection
  L/250, 0.082  2.0 mm OK 96 under
Design Member 63, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.029  148.927 OK 100 under
Design Member 63, Self Weight, Minor Shear
fv  Fv, 0.003  99.285 OK 100 under
Design Member 63, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 63, Self Weight, Tension
On gross area ft  Ft, 0.032  148.927 OK 100 under
On net area ft  Ft, 0.032  199.948 OK 100 under
Design Member 63, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 63, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 63, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.032/148.927+3.256/148.927+0.016/148.927=0.022  1 OK 98 under
Design Member 63, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+7.26/148.927+0.029/148.927=0.049  1 OK 95 under
Design Member 63, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 93 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 63, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 63, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 63, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 63, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 63, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 63, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 63, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 63, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 63, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 63, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 63, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 63, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 63, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.301  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.481  148.927 OK 99 under
Design Member 63, Wind 1, Major Shear
fv  Fv, 0.046  99.285 OK 100 under
Design Member 63, Wind 1, Major Deflection
  L/250, 0.036  2.0 mm OK 98 under
Design Member 63, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.059  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.026  148.927 OK 100 under
Design Member 63, Wind 1, Minor Shear
fv  Fv, 0.012  99.285 OK 100 under
Design Member 63, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 63, Wind 1, Tension
On gross area ft  Ft, 0.001  148.927 OK 100 under
On net area ft  Ft, 0.001  199.948 OK 100 under
Design Member 63, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 63, Wind 1, Compression
fa  Fa, 0.001  135.524 OK 100 under
Design Member 63, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.001/148.927+3.301/148.927+0.059/148.927=0.023  1 OK 98 under
Design Member 63, Wind 1, Bending + Compression
fa/Fa=0.001/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.001/135.524+1.481/148.927+0.026/148.927=0.01  1 OK 99 under
Design Member 63, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 18 under

Checking design member 64 (D 27)


Members: 95,175
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 64, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 64, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 64, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 64, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 64, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 64, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 64, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 64, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 64, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 64, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 64, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 64, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 64, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.261  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.27  148.927 OK 95 under
Design Member 64, Self Weight, Major Shear
fv  Fv, 0.118  99.285 OK 100 under
Design Member 64, Self Weight, Major Deflection
  L/250, 0.082  2.0 mm OK 96 under
Design Member 64, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.013  148.927 OK 100 under
Design Member 64, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 64, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 64, Self Weight, Tension
On gross area ft  Ft, 0.035  148.927 OK 100 under
On net area ft  Ft, 0.035  199.948 OK 100 under
Design Member 64, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 64, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 64, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.035/148.927+3.261/148.927+0.012/148.927=0.022  1 OK 98 under
Design Member 64, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+7.27/148.927+0.013/148.927=0.049  1 OK 95 under
Design Member 64, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 95 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 64, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 64, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 64, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 64, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 64, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 64, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 64, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 64, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 64, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 64, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 64, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 64, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 64, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.309  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.484  148.927 OK 99 under
Design Member 64, Wind 1, Major Shear
fv  Fv, 0.046  99.285 OK 100 under
Design Member 64, Wind 1, Major Deflection
  L/250, 0.036  2.0 mm OK 98 under
Design Member 64, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.041  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.018  148.927 OK 100 under
Design Member 64, Wind 1, Minor Shear
fv  Fv, 0.01  99.285 OK 100 under
Design Member 64, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 64, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 64, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 64, Wind 1, Compression
fa  Fa, 0.003  135.524 OK 100 under
Design Member 64, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/148.927+3.309/148.927+0.041/148.927=0.022  1 OK 98 under
Design Member 64, Wind 1, Bending + Compression
fa/Fa=0.003/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.003/135.524+1.484/148.927+0.018/148.927=0.01  1 OK 99 under
Design Member 64, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 15 under

Checking design member 65 (D 37)


Members: 96,185
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 65, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 65, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 65, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 65, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 65, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 65, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 65, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 65, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 65, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 65, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 65, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 65, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 65, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.592  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.778  148.927 OK 96 under
Design Member 65, Self Weight, Major Shear
fv  Fv, 0.258  99.285 OK 100 under
Design Member 65, Self Weight, Major Deflection
  L/250, 0.214  2.0 mm OK 89 under
Design Member 65, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.009  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.004  148.927 OK 100 under
Design Member 65, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 65, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 65, Self Weight, Tension
On gross area ft  Ft, 0.052  148.927 OK 100 under
On net area ft  Ft, 0.052  199.948 OK 100 under
Design Member 65, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 65, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 65, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.052/148.927+2.592/148.927+0.009/148.927=0.018  1 OK 98 under
Design Member 65, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.778/148.927+0.004/148.927=0.039  1 OK 96 under
Design Member 65, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 90 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 65, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 65, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 65, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 65, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 65, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 65, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 65, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 65, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 65, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 65, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 65, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 65, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 65, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.547  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.142  148.927 OK 99 under
Design Member 65, Wind 1, Major Shear
fv  Fv, 0.103  99.285 OK 100 under
Design Member 65, Wind 1, Major Deflection
  L/250, 0.095  2.0 mm OK 95 under
Design Member 65, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.081  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.038  148.927 OK 100 under
Design Member 65, Wind 1, Minor Shear
fv  Fv, 0.015  99.285 OK 100 under
Design Member 65, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 65, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 65, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 65, Wind 1, Compression
fa  Fa, 0.007  135.524 OK 100 under
Design Member 65, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.547/148.927+0.081/148.927=0.018  1 OK 98 under
Design Member 65, Wind 1, Bending + Compression
fa/Fa=0.007/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.007/135.524+1.142/148.927+0.038/148.927=0.008  1 OK 99 under
Design Member 65, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 19 under

Checking design member 66 (D 47)


Members: 97,195
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 66, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 66, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 66, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 66, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 66, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 66, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 66, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 66, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 66, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 66, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 66, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 66, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 66, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 11.457  148.927 OK 92 under
Compressive Bending Stress:
fb  Fb, 5.139  148.927 OK 97 under
Design Member 66, Self Weight, Major Shear
fv  Fv, 0.503  99.285 OK 99 under
Design Member 66, Self Weight, Major Deflection
  L/250, 0.211  2.0 mm OK 89 under
Design Member 66, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.039  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.018  148.927 OK 100 under
Design Member 66, Self Weight, Minor Shear
fv  Fv, 0.003  99.285 OK 100 under
Design Member 66, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 66, Self Weight, Tension
On gross area ft  Ft, 0.052  148.927 OK 100 under
On net area ft  Ft, 0.052  199.948 OK 100 under
Design Member 66, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 66, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 66, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.052/148.927+11.457/148.927+0.039/148.927=0.078  1 OK 92 under
Design Member 66, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.139/148.927+0.018/148.927=0.035  1 OK 97 under
Design Member 66, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 78 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 66, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 66, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 66, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 66, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 66, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 66, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 66, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 66, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 66, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 66, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 66, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 66, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 66, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.889  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 4.212  148.927 OK 97 under
Design Member 66, Wind 1, Major Shear
fv  Fv, 0.195  99.285 OK 100 under
Design Member 66, Wind 1, Major Deflection
  L/250, 0.101  2.0 mm OK 95 under
Design Member 66, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.116  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.059  148.927 OK 100 under
Design Member 66, Wind 1, Minor Shear
fv  Fv, 0.019  99.285 OK 100 under
Design Member 66, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 66, Wind 1, Tension
On gross area ft  Ft, 0.003  148.927 OK 100 under
On net area ft  Ft, 0.003  199.948 OK 100 under
Design Member 66, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 66, Wind 1, Compression
fa  Fa, 0.001  135.524 OK 100 under
Design Member 66, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.003/148.927+1.889/148.927+0.116/148.927=0.013  1 OK 99 under
Design Member 66, Wind 1, Bending + Compression
fa/Fa=0.001/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.001/135.524+4.212/148.927+0.059/148.927=0.029  1 OK 97 under
Design Member 66, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 27 under

Checking design member 67 (D 25)


Members: 98,99,100,101,102
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 67, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 67, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 67, Load Case 1, Major Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 67, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 67, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 67, Load Case 1, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 67, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 67, Load Case 1, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 67, Load Case 1, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 67, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 67, Load Case 1, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 67, Load Case 1, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 67, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 16.406  148.927 OK 89 under
Compressive Bending Stress:
fb  Fb, 9.534  148.927 OK 94 under
Design Member 67, Self Weight, Major Shear
fv  Fv, 0.592  99.285 OK 99 under
Design Member 67, Self Weight, Major Deflection
  L/250, 0.602  12.0 mm OK 95 under
Design Member 67, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.002  148.927 OK 100 under
Design Member 67, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 67, Self Weight, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 67, Self Weight, Tension
On gross area ft  Ft, 0.071  148.927 OK 100 under
On net area ft  Ft, 0.071  199.948 OK 100 under
Design Member 67, Self Weight, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638  300.0 OK 32 under
Design Member 67, Self Weight, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 67, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.071/148.927+16.406/148.927+0.001/148.927=0.111  1 OK 89 under
Design Member 67, Self Weight, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+9.534/148.927+0.002/148.927=0.064  1 OK 94 under
Design Member 67, Self Weight, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 80 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 67, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 67, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 67, Load Case 3, Major Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 67, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 67, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 67, Load Case 3, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 67, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 67, Load Case 3, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 67, Load Case 3, Compression
fa  Fa, 0.0  24.829 OK 100 under
Design Member 67, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 67, Load Case 3, Bending + Compression
fa/Fa=0.0/24.829=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/24.829+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 67, Load Case 3, Sway
  Y/300.0, 0.0  0.252/300.0=0.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.03000.0/14.732 = 203.638
Fa=122E/(23(KL/r)2)=122199948.141/(23203.6382)=24.829 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 67, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 4.434  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 7.818  148.927 OK 95 under
Design Member 67, Wind 1, Major Shear
fv  Fv, 0.254  99.285 OK 100 under
Design Member 67, Wind 1, Major Deflection
  L/250, 0.27  12.0 mm OK 98 under
Design Member 67, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Design Member 67, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 67, Wind 1, Minor Deflection
  L/250, 0.0  12.0 mm OK 100 under
Design Member 67, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 67, Wind 1, Slenderness
KzLz/rz = 1.03000.0/14.732 = 203.638 > 200.0 FAILED 2 over
Design Member 67, Wind 1, Compression
fa  Fa, 0.059  24.829 OK 100 under
Design Member 67, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+4.434/148.927+0.001/148.927=0.03  1 OK 97 under
Design Member 67, Wind 1, Bending + Compression
fa/Fa=0.059/24.829=0.002  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.059/24.829+7.818/148.927+0.001/148.927=0.055  1 OK 95 under
Design Member 67, Wind 1, Sway
  Y/300.0, 0.001  0.252/300.0=0.001 mm OK 28 under

Checking design member 68 (D 59)


Members: 108,207
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 68, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 68, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 68, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 68, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 68, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 68, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 68, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 68, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 68, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 68, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 68, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 68, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 68, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.208  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.197  148.927 OK 99 under
Design Member 68, Self Weight, Major Shear
fv  Fv, 0.191  99.285 OK 100 under
Design Member 68, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 68, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 1.391  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.056  148.927 OK 99 under
Design Member 68, Self Weight, Minor Shear
fv  Fv, 0.088  99.285 OK 100 under
Design Member 68, Self Weight, Minor Deflection
  L/250, 0.013  2.0 mm OK 99 under
Design Member 68, Self Weight, Tension
On gross area ft  Ft, 0.093  148.927 OK 100 under
On net area ft  Ft, 0.093  199.948 OK 100 under
Design Member 68, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 68, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 68, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.093/148.927+1.208/148.927+1.391/148.927=0.018  1 OK 98 under
Design Member 68, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.197/148.927+1.056/148.927=0.015  1 OK 98 under
Design Member 68, Self Weight, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 68, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 68, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 68, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 68, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 68, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 68, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 68, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 68, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 68, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 68, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 68, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 68, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 68, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.365  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.368  148.927 OK 100 under
Design Member 68, Wind 1, Major Shear
fv  Fv, 0.051  99.285 OK 100 under
Design Member 68, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 68, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.189  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.422  148.927 OK 100 under
Design Member 68, Wind 1, Minor Shear
fv  Fv, 0.023  99.285 OK 100 under
Design Member 68, Wind 1, Minor Deflection
  L/250, 0.008  2.0 mm OK 100 under
Design Member 68, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 68, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 68, Wind 1, Compression
fa  Fa, 0.009  135.524 OK 100 under
Design Member 68, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.365/148.927+0.189/148.927=0.004  1 OK 100 under
Design Member 68, Wind 1, Bending + Compression
fa/Fa=0.009/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.009/135.524+0.368/148.927+0.422/148.927=0.005  1 OK 99 under
Design Member 68, Wind 1, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Checking design member 69 (D 60)


Members: 109,208
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 69, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 69, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 69, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 69, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 69, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 69, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 69, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 69, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 69, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 69, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 69, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 69, Load Case 1, Sway
  Y/300.0, 0.0  750.252/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 69, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.144  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.812  148.927 OK 99 under
Design Member 69, Self Weight, Major Shear
fv  Fv, 0.158  99.285 OK 100 under
Design Member 69, Self Weight, Major Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 69, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 1.376  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.617  148.927 OK 100 under
Design Member 69, Self Weight, Minor Shear
fv  Fv, 0.055  99.285 OK 100 under
Design Member 69, Self Weight, Minor Deflection
  L/250, 0.005  2.0 mm OK 100 under
Design Member 69, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 69, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 69, Self Weight, Compression
fa  Fa, 0.182  135.524 OK 100 under
Design Member 69, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.144/148.927+1.376/148.927=0.017  1 OK 98 under
Design Member 69, Self Weight, Bending + Compression
fa/Fa=0.182/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.182/135.524+0.812/148.927+0.617/148.927=0.011  1 OK 99 under
Design Member 69, Self Weight, Sway
  Y/300.0, 0.012  750.252/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 69, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 69, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 69, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 69, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 69, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 69, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 69, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 69, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 69, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 69, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 69, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 69, Load Case 3, Sway
  Y/300.0, 0.0  750.252/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 69, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.237  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.299  148.927 OK 100 under
Design Member 69, Wind 1, Major Shear
fv  Fv, 0.039  99.285 OK 100 under
Design Member 69, Wind 1, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 69, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.237  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.228  148.927 OK 100 under
Design Member 69, Wind 1, Minor Shear
fv  Fv, 0.032  99.285 OK 100 under
Design Member 69, Wind 1, Minor Deflection
  L/250, 0.01  2.0 mm OK 100 under
Design Member 69, Wind 1, Tension
On gross area ft  Ft, 0.035  148.927 OK 100 under
On net area ft  Ft, 0.035  199.948 OK 100 under
Design Member 69, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 69, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 69, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.035/148.927+0.237/148.927+0.237/148.927=0.003  1 OK 100 under
Design Member 69, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.299/148.927+0.228/148.927=0.004  1 OK 100 under
Design Member 69, Wind 1, Sway
  Y/300.0, 0.009  750.252/300.0=2.501 mm OK 100 under

Checking design member 70 (D 58)


Members: 110,206
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 70, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 70, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 70, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 70, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 70, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 70, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 70, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 70, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 70, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 70, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 70, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 70, Load Case 1, Sway
  Y/300.0, 0.0  750.252/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 70, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.353  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.263  148.927 OK 100 under
Design Member 70, Self Weight, Major Shear
fv  Fv, 0.062  99.285 OK 100 under
Design Member 70, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 70, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.104  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.231  148.927 OK 100 under
Design Member 70, Self Weight, Minor Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 70, Self Weight, Minor Deflection
  L/250, 0.007  2.0 mm OK 100 under
Design Member 70, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 70, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 70, Self Weight, Compression
fa  Fa, 0.174  135.524 OK 100 under
Design Member 70, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.353/148.927+0.104/148.927=0.003  1 OK 100 under
Design Member 70, Self Weight, Bending + Compression
fa/Fa=0.174/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.174/135.524+0.263/148.927+0.231/148.927=0.005  1 OK 100 under
Design Member 70, Self Weight, Sway
  Y/300.0, 0.008  750.252/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 70, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 70, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 70, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 70, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 70, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 70, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 70, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 70, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 70, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 70, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 70, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 70, Load Case 3, Sway
  Y/300.0, 0.0  750.252/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 70, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.093  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.094  148.927 OK 100 under
Design Member 70, Wind 1, Major Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 70, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 70, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.39  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.175  148.927 OK 100 under
Design Member 70, Wind 1, Minor Shear
fv  Fv, 0.018  99.285 OK 100 under
Design Member 70, Wind 1, Minor Deflection
  L/250, 0.004  2.0 mm OK 100 under
Design Member 70, Wind 1, Tension
On gross area ft  Ft, 0.033  148.927 OK 100 under
On net area ft  Ft, 0.033  199.948 OK 100 under
Design Member 70, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 70, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 70, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.033/148.927+0.093/148.927+0.39/148.927=0.003  1 OK 100 under
Design Member 70, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.094/148.927+0.175/148.927=0.002  1 OK 100 under
Design Member 70, Wind 1, Sway
  Y/300.0, 0.019  750.252/300.0=2.501 mm OK 99 under
Checking design member 71 (D 57)
Members: 111,205
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 71, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 71, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 71, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 71, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 71, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 71, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 71, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 71, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 71, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 71, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 71, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 71, Load Case 1, Sway
  Y/300.0, 0.0  750.252/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 71, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 0.308  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.226  148.927 OK 100 under
Design Member 71, Self Weight, Major Shear
fv  Fv, 0.056  99.285 OK 100 under
Design Member 71, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 71, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.1  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.223  148.927 OK 100 under
Design Member 71, Self Weight, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 71, Self Weight, Minor Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 71, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 71, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 71, Self Weight, Compression
fa  Fa, 0.172  135.524 OK 100 under
Design Member 71, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.308/148.927+0.1/148.927=0.003  1 OK 100 under
Design Member 71, Self Weight, Bending + Compression
fa/Fa=0.172/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.172/135.524+0.226/148.927+0.223/148.927=0.004  1 OK 100 under
Design Member 71, Self Weight, Sway
  Y/300.0, 0.001  750.252/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 71, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 71, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 71, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 71, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 71, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 71, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 71, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 71, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 71, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 71, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 71, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 71, Load Case 3, Sway
  Y/300.0, 0.0  750.252/300.0=2.501 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 71, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.062  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.061  148.927 OK 100 under
Design Member 71, Wind 1, Major Shear
fv  Fv, 0.009  99.285 OK 100 under
Design Member 71, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 71, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.324  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.145  148.927 OK 100 under
Design Member 71, Wind 1, Minor Shear
fv  Fv, 0.016  99.285 OK 100 under
Design Member 71, Wind 1, Minor Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 71, Wind 1, Tension
On gross area ft  Ft, 0.038  148.927 OK 100 under
On net area ft  Ft, 0.038  199.948 OK 100 under
Design Member 71, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 71, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 71, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.038/148.927+0.062/148.927+0.324/148.927=0.003  1 OK 100 under
Design Member 71, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.061/148.927+0.145/148.927=0.001  1 OK 100 under
Design Member 71, Wind 1, Sway
  Y/300.0, 0.023  750.252/300.0=2.501 mm OK 99 under

Checking design member 72 (D 61)


Members: 112,209
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 72, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 72, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 72, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 72, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 72, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 72, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 72, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 72, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 72, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 72, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 72, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 72, Load Case 1, Sway
  Y/300.0, 0.0  750.252/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 72, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.064  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.753  148.927 OK 99 under
Design Member 72, Self Weight, Major Shear
fv  Fv, 0.148  99.285 OK 100 under
Design Member 72, Self Weight, Major Deflection
  L/250, 0.002  2.0 mm OK 100 under
Design Member 72, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.036  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.08  148.927 OK 100 under
Design Member 72, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 72, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 72, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 72, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 72, Self Weight, Compression
fa  Fa, 0.186  135.524 OK 100 under
Design Member 72, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.064/148.927+0.036/148.927=0.007  1 OK 99 under
Design Member 72, Self Weight, Bending + Compression
fa/Fa=0.186/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.186/135.524+0.753/148.927+0.08/148.927=0.007  1 OK 99 under
Design Member 72, Self Weight, Sway
  Y/300.0, 0.001  750.252/300.0=2.501 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 72, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 72, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 72, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 72, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 72, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 72, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 72, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 72, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 72, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 72, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 72, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 72, Load Case 3, Sway
  Y/300.0, 0.0  750.252/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 72, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.174  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.231  148.927 OK 100 under
Design Member 72, Wind 1, Major Shear
fv  Fv, 0.029  99.285 OK 100 under
Design Member 72, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 72, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.375  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.168  148.927 OK 100 under
Design Member 72, Wind 1, Minor Shear
fv  Fv, 0.02  99.285 OK 100 under
Design Member 72, Wind 1, Minor Deflection
  L/250, 0.007  2.0 mm OK 100 under
Design Member 72, Wind 1, Tension
On gross area ft  Ft, 0.042  148.927 OK 100 under
On net area ft  Ft, 0.042  199.948 OK 100 under
Design Member 72, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 72, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 72, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.042/148.927+0.174/148.927+0.375/148.927=0.004  1 OK 100 under
Design Member 72, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.231/148.927+0.168/148.927=0.003  1 OK 100 under
Design Member 72, Wind 1, Sway
  Y/300.0, 0.021  750.252/300.0=2.501 mm OK 99 under

Checking design member 73 (D 56)


Members: 113,204
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 73, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 73, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 73, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 73, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 73, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 73, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 73, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 73, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 73, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 73, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 73, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 73, Load Case 1, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 73, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.146  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.134  148.927 OK 99 under
Design Member 73, Self Weight, Major Shear
fv  Fv, 0.182  99.285 OK 100 under
Design Member 73, Self Weight, Major Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 73, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Design Member 73, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 73, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 73, Self Weight, Tension
On gross area ft  Ft, 0.084  148.927 OK 100 under
On net area ft  Ft, 0.084  199.948 OK 100 under
Design Member 73, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 73, Self Weight, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 73, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.084/148.927+1.146/148.927+0.016/148.927=0.008  1 OK 99 under
Design Member 73, Self Weight, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.134/148.927+0.015/148.927=0.008  1 OK 99 under
Design Member 73, Self Weight, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 73, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 73, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 73, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 73, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 73, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 73, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 73, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 73, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 73, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 73, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 73, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 73, Load Case 3, Sway
  Y/300.0, 0.0  750.379/300.0=2.501 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 73, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.215  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.206  148.927 OK 100 under
Design Member 73, Wind 1, Major Shear
fv  Fv, 0.03  99.285 OK 100 under
Design Member 73, Wind 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 73, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.302  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.135  148.927 OK 100 under
Design Member 73, Wind 1, Minor Shear
fv  Fv, 0.026  99.285 OK 100 under
Design Member 73, Wind 1, Minor Deflection
  L/250, 0.014  2.0 mm OK 99 under
Design Member 73, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 73, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 73, Wind 1, Compression
fa  Fa, 0.06  135.524 OK 100 under
Design Member 73, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.215/148.927+0.302/148.927=0.003  1 OK 100 under
Design Member 73, Wind 1, Bending + Compression
fa/Fa=0.06/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.06/135.524+0.206/148.927+0.135/148.927=0.003  1 OK 100 under
Design Member 73, Wind 1, Sway
  Y/300.0, 0.001  750.379/300.0=2.501 mm OK 100 under

Checking design member 74


Members: 114
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 74, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 74, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 74, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 74, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 74, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 74, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 74, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 74, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 74, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 74, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 74, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 74, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 74, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 4.86  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 2.18  148.927 OK 99 under
Design Member 74, Self Weight, Major Shear
fv  Fv, 0.23  99.285 OK 100 under
Design Member 74, Self Weight, Major Deflection
  L/250, 0.093  2.0 mm OK 95 under
Design Member 74, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.081  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.042  148.927 OK 100 under
Design Member 74, Self Weight, Minor Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 74, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 74, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 74, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 74, Self Weight, Compression
fa  Fa, 0.049  135.524 OK 100 under
Design Member 74, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+4.86/148.927+0.081/148.927=0.033  1 OK 97 under
Design Member 74, Self Weight, Bending + Compression
fa/Fa=0.049/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.049/135.524+2.18/148.927+0.042/148.927=0.015  1 OK 98 under
Design Member 74, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 74, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 74, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 74, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 74, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 74, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 74, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 74, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 74, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 74, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 74, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 74, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 74, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 74, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.215  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.709  148.927 OK 98 under
Design Member 74, Wind 1, Major Shear
fv  Fv, 0.106  99.285 OK 100 under
Design Member 74, Wind 1, Major Deflection
  L/250, 0.038  2.0 mm OK 98 under
Design Member 74, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.093  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.042  148.927 OK 100 under
Design Member 74, Wind 1, Minor Shear
fv  Fv, 0.016  99.285 OK 100 under
Design Member 74, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 74, Wind 1, Tension
On gross area ft  Ft, 0.031  148.927 OK 100 under
On net area ft  Ft, 0.031  199.948 OK 100 under
Design Member 74, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 74, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 74, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.031/148.927+1.215/148.927+0.093/148.927=0.009  1 OK 99 under
Design Member 74, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+2.709/148.927+0.042/148.927=0.018  1 OK 98 under
Design Member 74, Wind 1, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Checking design member 75


Members: 115
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 75, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 75, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 75, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 75, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 75, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 75, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 75, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 75, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 75, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 75, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 75, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 75, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 75, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.083  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.413  148.927 OK 98 under
Design Member 75, Self Weight, Major Shear
fv  Fv, 0.102  99.285 OK 100 under
Design Member 75, Self Weight, Major Deflection
  L/250, 0.09  2.0 mm OK 95 under
Design Member 75, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Design Member 75, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 75, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 75, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 75, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 75, Self Weight, Compression
fa  Fa, 0.064  135.524 OK 100 under
Design Member 75, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.083/148.927+0.015/148.927=0.007  1 OK 99 under
Design Member 75, Self Weight, Bending + Compression
fa/Fa=0.064/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.064/135.524+2.413/148.927+0.015/148.927=0.017  1 OK 98 under
Design Member 75, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 75, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 75, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 75, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 75, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 75, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 75, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 75, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 75, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 75, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 75, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 75, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 75, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 75, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.154  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.518  148.927 OK 100 under
Design Member 75, Wind 1, Major Shear
fv  Fv, 0.033  99.285 OK 100 under
Design Member 75, Wind 1, Major Deflection
  L/250, 0.04  2.0 mm OK 98 under
Design Member 75, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.074  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Design Member 75, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 75, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 75, Wind 1, Tension
On gross area ft  Ft, 0.029  148.927 OK 100 under
On net area ft  Ft, 0.029  199.948 OK 100 under
Design Member 75, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 75, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 75, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.029/148.927+1.154/148.927+0.074/148.927=0.008  1 OK 99 under
Design Member 75, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.518/148.927+0.034/148.927=0.004  1 OK 100 under
Design Member 75, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 76


Members: 116
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 76, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 76, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 76, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 76, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 76, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 76, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 76, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 76, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 76, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 76, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 76, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 76, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 76, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.324  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.951  148.927 OK 98 under
Design Member 76, Self Weight, Major Shear
fv  Fv, 0.051  99.285 OK 100 under
Design Member 76, Self Weight, Major Deflection
  L/250, 0.034  2.0 mm OK 98 under
Design Member 76, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.006  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.014  148.927 OK 100 under
Design Member 76, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 76, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 76, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 76, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 76, Self Weight, Compression
fa  Fa, 0.095  135.524 OK 100 under
Design Member 76, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.324/148.927+0.006/148.927=0.009  1 OK 99 under
Design Member 76, Self Weight, Bending + Compression
fa/Fa=0.095/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.095/135.524+2.951/148.927+0.014/148.927=0.021  1 OK 98 under
Design Member 76, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 76, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 76, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 76, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 76, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 76, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 76, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 76, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 76, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 76, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 76, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 76, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 76, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 76, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.369  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.614  148.927 OK 100 under
Design Member 76, Wind 1, Major Shear
fv  Fv, 0.008  99.285 OK 100 under
Design Member 76, Wind 1, Major Deflection
  L/250, 0.015  2.0 mm OK 99 under
Design Member 76, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.066  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.031  148.927 OK 100 under
Design Member 76, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 76, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 76, Wind 1, Tension
On gross area ft  Ft, 0.035  148.927 OK 100 under
On net area ft  Ft, 0.035  199.948 OK 100 under
Design Member 76, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 76, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 76, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.035/148.927+1.369/148.927+0.066/148.927=0.01  1 OK 99 under
Design Member 76, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.614/148.927+0.031/148.927=0.004  1 OK 100 under
Design Member 76, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 77


Members: 117
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 77, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 77, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 77, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 77, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 77, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 77, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 77, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 77, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 77, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 77, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 77, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 77, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 77, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.324  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.951  148.927 OK 98 under
Design Member 77, Self Weight, Major Shear
fv  Fv, 0.051  99.285 OK 100 under
Design Member 77, Self Weight, Major Deflection
  L/250, 0.034  2.0 mm OK 98 under
Design Member 77, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.006  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Design Member 77, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 77, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 77, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 77, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 77, Self Weight, Compression
fa  Fa, 0.095  135.524 OK 100 under
Design Member 77, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.324/148.927+0.006/148.927=0.009  1 OK 99 under
Design Member 77, Self Weight, Bending + Compression
fa/Fa=0.095/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.095/135.524+2.951/148.927+0.012/148.927=0.021  1 OK 98 under
Design Member 77, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 77, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 77, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 77, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 77, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 77, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 77, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 77, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 77, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 77, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 77, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 77, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 77, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 77, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.369  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.614  148.927 OK 100 under
Design Member 77, Wind 1, Major Shear
fv  Fv, 0.008  99.285 OK 100 under
Design Member 77, Wind 1, Major Deflection
  L/250, 0.015  2.0 mm OK 99 under
Design Member 77, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.065  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.031  148.927 OK 100 under
Design Member 77, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 77, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 77, Wind 1, Tension
On gross area ft  Ft, 0.035  148.927 OK 100 under
On net area ft  Ft, 0.035  199.948 OK 100 under
Design Member 77, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 77, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 77, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.035/148.927+1.369/148.927+0.065/148.927=0.01  1 OK 99 under
Design Member 77, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.614/148.927+0.031/148.927=0.004  1 OK 100 under
Design Member 77, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 78


Members: 118
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 78, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 78, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 78, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 78, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 78, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 78, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 78, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 78, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 78, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 78, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 78, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 78, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 78, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.082  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.413  148.927 OK 98 under
Design Member 78, Self Weight, Major Shear
fv  Fv, 0.102  99.285 OK 100 under
Design Member 78, Self Weight, Major Deflection
  L/250, 0.09  2.0 mm OK 95 under
Design Member 78, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.013  148.927 OK 100 under
Design Member 78, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 78, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 78, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 78, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 78, Self Weight, Compression
fa  Fa, 0.063  135.524 OK 100 under
Design Member 78, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.082/148.927+0.015/148.927=0.007  1 OK 99 under
Design Member 78, Self Weight, Bending + Compression
fa/Fa=0.063/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.063/135.524+2.413/148.927+0.013/148.927=0.017  1 OK 98 under
Design Member 78, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 78, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 78, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 78, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 78, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 78, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 78, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 78, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 78, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 78, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 78, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 78, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 78, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 78, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.154  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.518  148.927 OK 100 under
Design Member 78, Wind 1, Major Shear
fv  Fv, 0.033  99.285 OK 100 under
Design Member 78, Wind 1, Major Deflection
  L/250, 0.04  2.0 mm OK 98 under
Design Member 78, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.073  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Design Member 78, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 78, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 78, Wind 1, Tension
On gross area ft  Ft, 0.029  148.927 OK 100 under
On net area ft  Ft, 0.029  199.948 OK 100 under
Design Member 78, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 78, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 78, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.029/148.927+1.154/148.927+0.073/148.927=0.008  1 OK 99 under
Design Member 78, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.518/148.927+0.034/148.927=0.004  1 OK 100 under
Design Member 78, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 79


Members: 119
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 79, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 79, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 79, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 79, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 79, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 79, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 79, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 79, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 79, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 79, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 79, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 79, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 79, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 4.86  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 2.18  148.927 OK 99 under
Design Member 79, Self Weight, Major Shear
fv  Fv, 0.23  99.285 OK 100 under
Design Member 79, Self Weight, Major Deflection
  L/250, 0.093  2.0 mm OK 95 under
Design Member 79, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.083  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.044  148.927 OK 100 under
Design Member 79, Self Weight, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 79, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 79, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 79, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 79, Self Weight, Compression
fa  Fa, 0.049  135.524 OK 100 under
Design Member 79, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+4.86/148.927+0.083/148.927=0.033  1 OK 97 under
Design Member 79, Self Weight, Bending + Compression
fa/Fa=0.049/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.049/135.524+2.18/148.927+0.044/148.927=0.015  1 OK 98 under
Design Member 79, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 79, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 79, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 79, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 79, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 79, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 79, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 79, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 79, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 79, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 79, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 79, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 79, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 79, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.215  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.709  148.927 OK 98 under
Design Member 79, Wind 1, Major Shear
fv  Fv, 0.106  99.285 OK 100 under
Design Member 79, Wind 1, Major Deflection
  L/250, 0.038  2.0 mm OK 98 under
Design Member 79, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.094  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.042  148.927 OK 100 under
Design Member 79, Wind 1, Minor Shear
fv  Fv, 0.016  99.285 OK 100 under
Design Member 79, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 79, Wind 1, Tension
On gross area ft  Ft, 0.031  148.927 OK 100 under
On net area ft  Ft, 0.031  199.948 OK 100 under
Design Member 79, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 79, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 79, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.031/148.927+1.215/148.927+0.094/148.927=0.009  1 OK 99 under
Design Member 79, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+2.709/148.927+0.042/148.927=0.018  1 OK 98 under
Design Member 79, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 80


Members: 120
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 80, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 80, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 80, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 80, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 80, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 80, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 80, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 80, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 80, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 80, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 80, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 80, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 80, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.336  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 4.637  148.927 OK 97 under
Design Member 80, Self Weight, Major Shear
fv  Fv, 0.438  99.285 OK 100 under
Design Member 80, Self Weight, Major Deflection
  L/250, 0.2  2.0 mm OK 90 under
Design Member 80, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.031  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.014  148.927 OK 100 under
Design Member 80, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 80, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 80, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 80, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 80, Self Weight, Compression
fa  Fa, 0.033  135.524 OK 100 under
Design Member 80, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+10.336/148.927+0.031/148.927=0.07  1 OK 93 under
Design Member 80, Self Weight, Bending + Compression
fa/Fa=0.033/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.033/135.524+4.637/148.927+0.014/148.927=0.031  1 OK 97 under
Design Member 80, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 80, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 80, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 80, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 80, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 80, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 80, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 80, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 80, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 80, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 80, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 80, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 80, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 80, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.271  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.063  148.927 OK 97 under
Design Member 80, Wind 1, Major Shear
fv  Fv, 0.187  99.285 OK 100 under
Design Member 80, Wind 1, Major Deflection
  L/250, 0.077  2.0 mm OK 96 under
Design Member 80, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.072  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.041  148.927 OK 100 under
Design Member 80, Wind 1, Minor Shear
fv  Fv, 0.015  99.285 OK 100 under
Design Member 80, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 80, Wind 1, Tension
On gross area ft  Ft, 0.033  148.927 OK 100 under
On net area ft  Ft, 0.033  199.948 OK 100 under
Design Member 80, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 80, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 80, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.033/148.927+2.271/148.927+0.072/148.927=0.016  1 OK 98 under
Design Member 80, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.063/148.927+0.041/148.927=0.034  1 OK 97 under
Design Member 80, Wind 1, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Checking design member 81


Members: 121
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 81, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 81, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 81, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 81, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 81, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 81, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 81, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 81, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 81, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 81, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 81, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 81, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 81, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.547  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.679  148.927 OK 96 under
Design Member 81, Self Weight, Major Shear
fv  Fv, 0.214  99.285 OK 100 under
Design Member 81, Self Weight, Major Deflection
  L/250, 0.203  2.0 mm OK 90 under
Design Member 81, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.018  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.014  148.927 OK 100 under
Design Member 81, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 81, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 81, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 81, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 81, Self Weight, Compression
fa  Fa, 0.06  135.524 OK 100 under
Design Member 81, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.547/148.927+0.018/148.927=0.017  1 OK 98 under
Design Member 81, Self Weight, Bending + Compression
fa/Fa=0.06/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.06/135.524+5.679/148.927+0.014/148.927=0.039  1 OK 96 under
Design Member 81, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 81, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 81, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 81, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 81, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 81, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 81, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 81, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 81, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 81, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 81, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 81, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 81, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 81, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.483  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.114  148.927 OK 99 under
Design Member 81, Wind 1, Major Shear
fv  Fv, 0.087  99.285 OK 100 under
Design Member 81, Wind 1, Major Deflection
  L/250, 0.086  2.0 mm OK 96 under
Design Member 81, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.066  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Design Member 81, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 81, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 81, Wind 1, Tension
On gross area ft  Ft, 0.037  148.927 OK 100 under
On net area ft  Ft, 0.037  199.948 OK 100 under
Design Member 81, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 81, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 81, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.037/148.927+2.483/148.927+0.066/148.927=0.017  1 OK 98 under
Design Member 81, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.114/148.927+0.034/148.927=0.008  1 OK 99 under
Design Member 81, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 82


Members: 122
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 82, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 82, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 82, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 82, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 82, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 82, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 82, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 82, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 82, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 82, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 82, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 82, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 82, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.103  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.918  148.927 OK 95 under
Design Member 82, Self Weight, Major Shear
fv  Fv, 0.082  99.285 OK 100 under
Design Member 82, Self Weight, Major Deflection
  L/250, 0.079  2.0 mm OK 96 under
Design Member 82, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.005  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.01  148.927 OK 100 under
Design Member 82, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 82, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 82, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 82, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 82, Self Weight, Compression
fa  Fa, 0.06  135.524 OK 100 under
Design Member 82, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.103/148.927+0.005/148.927=0.021  1 OK 98 under
Design Member 82, Self Weight, Bending + Compression
fa/Fa=0.06/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.06/135.524+6.918/148.927+0.01/148.927=0.047  1 OK 95 under
Design Member 82, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 82, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 82, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 82, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 82, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 82, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 82, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 82, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 82, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 82, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 82, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 82, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 82, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 82, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.101  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.391  148.927 OK 99 under
Design Member 82, Wind 1, Major Shear
fv  Fv, 0.023  99.285 OK 100 under
Design Member 82, Wind 1, Major Deflection
  L/250, 0.034  2.0 mm OK 98 under
Design Member 82, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.062  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.032  148.927 OK 100 under
Design Member 82, Wind 1, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 82, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 82, Wind 1, Tension
On gross area ft  Ft, 0.036  148.927 OK 100 under
On net area ft  Ft, 0.036  199.948 OK 100 under
Design Member 82, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 82, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 82, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.036/148.927+3.101/148.927+0.062/148.927=0.021  1 OK 98 under
Design Member 82, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.391/148.927+0.032/148.927=0.01  1 OK 99 under
Design Member 82, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 83


Members: 123
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 83, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 83, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 83, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 83, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 83, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 83, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 83, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 83, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 83, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 83, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 83, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 83, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 83, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.103  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.918  148.927 OK 95 under
Design Member 83, Self Weight, Major Shear
fv  Fv, 0.083  99.285 OK 100 under
Design Member 83, Self Weight, Major Deflection
  L/250, 0.079  2.0 mm OK 96 under
Design Member 83, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.006  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.011  148.927 OK 100 under
Design Member 83, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 83, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 83, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 83, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 83, Self Weight, Compression
fa  Fa, 0.06  135.524 OK 100 under
Design Member 83, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.103/148.927+0.006/148.927=0.021  1 OK 98 under
Design Member 83, Self Weight, Bending + Compression
fa/Fa=0.06/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.06/135.524+6.918/148.927+0.011/148.927=0.047  1 OK 95 under
Design Member 83, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 83, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 83, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 83, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 83, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 83, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 83, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 83, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 83, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 83, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 83, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 83, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 83, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 83, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.101  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.391  148.927 OK 99 under
Design Member 83, Wind 1, Major Shear
fv  Fv, 0.023  99.285 OK 100 under
Design Member 83, Wind 1, Major Deflection
  L/250, 0.034  2.0 mm OK 98 under
Design Member 83, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.062  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.032  148.927 OK 100 under
Design Member 83, Wind 1, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 83, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 83, Wind 1, Tension
On gross area ft  Ft, 0.036  148.927 OK 100 under
On net area ft  Ft, 0.036  199.948 OK 100 under
Design Member 83, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 83, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 83, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.036/148.927+3.101/148.927+0.062/148.927=0.021  1 OK 98 under
Design Member 83, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.391/148.927+0.032/148.927=0.01  1 OK 99 under
Design Member 83, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 84


Members: 124
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 84, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 84, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 84, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 84, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 84, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 84, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 84, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 84, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 84, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 84, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 84, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 84, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 84, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.547  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.677  148.927 OK 96 under
Design Member 84, Self Weight, Major Shear
fv  Fv, 0.214  99.285 OK 100 under
Design Member 84, Self Weight, Major Deflection
  L/250, 0.203  2.0 mm OK 90 under
Design Member 84, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.019  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.014  148.927 OK 100 under
Design Member 84, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 84, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 84, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 84, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 84, Self Weight, Compression
fa  Fa, 0.06  135.524 OK 100 under
Design Member 84, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.547/148.927+0.019/148.927=0.017  1 OK 98 under
Design Member 84, Self Weight, Bending + Compression
fa/Fa=0.06/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.06/135.524+5.677/148.927+0.014/148.927=0.039  1 OK 96 under
Design Member 84, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 84, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 84, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 84, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 84, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 84, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 84, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 84, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 84, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 84, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 84, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 84, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 84, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 84, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.482  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.113  148.927 OK 99 under
Design Member 84, Wind 1, Major Shear
fv  Fv, 0.087  99.285 OK 100 under
Design Member 84, Wind 1, Major Deflection
  L/250, 0.086  2.0 mm OK 96 under
Design Member 84, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.066  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Design Member 84, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 84, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 84, Wind 1, Tension
On gross area ft  Ft, 0.037  148.927 OK 100 under
On net area ft  Ft, 0.037  199.948 OK 100 under
Design Member 84, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 84, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 84, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.037/148.927+2.482/148.927+0.066/148.927=0.017  1 OK 98 under
Design Member 84, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.113/148.927+0.034/148.927=0.008  1 OK 99 under
Design Member 84, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 85


Members: 125
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 85, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 85, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 85, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 85, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 85, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 85, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 85, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 85, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 85, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 85, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 85, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 85, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 85, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.335  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 4.636  148.927 OK 97 under
Design Member 85, Self Weight, Major Shear
fv  Fv, 0.438  99.285 OK 100 under
Design Member 85, Self Weight, Major Deflection
  L/250, 0.2  2.0 mm OK 90 under
Design Member 85, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.033  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Design Member 85, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 85, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 85, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 85, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 85, Self Weight, Compression
fa  Fa, 0.034  135.524 OK 100 under
Design Member 85, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+10.335/148.927+0.033/148.927=0.07  1 OK 93 under
Design Member 85, Self Weight, Bending + Compression
fa/Fa=0.034/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.034/135.524+4.636/148.927+0.015/148.927=0.031  1 OK 97 under
Design Member 85, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 85, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 85, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 85, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 85, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 85, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 85, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 85, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 85, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 85, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 85, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 85, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 85, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 85, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.271  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.062  148.927 OK 97 under
Design Member 85, Wind 1, Major Shear
fv  Fv, 0.187  99.285 OK 100 under
Design Member 85, Wind 1, Major Deflection
  L/250, 0.077  2.0 mm OK 96 under
Design Member 85, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.073  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.041  148.927 OK 100 under
Design Member 85, Wind 1, Minor Shear
fv  Fv, 0.015  99.285 OK 100 under
Design Member 85, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 85, Wind 1, Tension
On gross area ft  Ft, 0.033  148.927 OK 100 under
On net area ft  Ft, 0.033  199.948 OK 100 under
Design Member 85, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 85, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 85, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.033/148.927+2.271/148.927+0.073/148.927=0.016  1 OK 98 under
Design Member 85, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.062/148.927+0.041/148.927=0.034  1 OK 97 under
Design Member 85, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 86


Members: 126
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 86, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 86, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 86, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 86, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 86, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 86, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 86, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 86, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 86, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 86, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 86, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 86, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 86, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 12.604  148.927 OK 92 under
Compressive Bending Stress:
fb  Fb, 5.654  148.927 OK 96 under
Design Member 86, Self Weight, Major Shear
fv  Fv, 0.519  99.285 OK 99 under
Design Member 86, Self Weight, Major Deflection
  L/250, 0.248  2.0 mm OK 88 under
Design Member 86, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.011  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.01  148.927 OK 100 under
Design Member 86, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 86, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 86, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 86, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 86, Self Weight, Compression
fa  Fa, 0.03  135.524 OK 100 under
Design Member 86, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+12.604/148.927+0.011/148.927=0.085  1 OK 92 under
Design Member 86, Self Weight, Bending + Compression
fa/Fa=0.03/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.03/135.524+5.654/148.927+0.01/148.927=0.038  1 OK 96 under
Design Member 86, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 86, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 86, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 86, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 86, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 86, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 86, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 86, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 86, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 86, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 86, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 86, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 86, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 86, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.675  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.963  148.927 OK 96 under
Design Member 86, Wind 1, Major Shear
fv  Fv, 0.217  99.285 OK 100 under
Design Member 86, Wind 1, Major Deflection
  L/250, 0.094  2.0 mm OK 95 under
Design Member 86, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.068  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.035  148.927 OK 100 under
Design Member 86, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 86, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 86, Wind 1, Tension
On gross area ft  Ft, 0.033  148.927 OK 100 under
On net area ft  Ft, 0.033  199.948 OK 100 under
Design Member 86, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 86, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 86, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.033/148.927+2.675/148.927+0.068/148.927=0.019  1 OK 98 under
Design Member 86, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.963/148.927+0.035/148.927=0.04  1 OK 96 under
Design Member 86, Wind 1, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Checking design member 87


Members: 127
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 87, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 87, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 87, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 87, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 87, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 87, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 87, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 87, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 87, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 87, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 87, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 87, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 87, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.204  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.142  148.927 OK 95 under
Design Member 87, Self Weight, Major Shear
fv  Fv, 0.268  99.285 OK 100 under
Design Member 87, Self Weight, Major Deflection
  L/250, 0.254  2.0 mm OK 87 under
Design Member 87, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.009  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.011  148.927 OK 100 under
Design Member 87, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 87, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 87, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 87, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 87, Self Weight, Compression
fa  Fa, 0.066  135.524 OK 100 under
Design Member 87, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.204/148.927+0.009/148.927=0.022  1 OK 98 under
Design Member 87, Self Weight, Bending + Compression
fa/Fa=0.066/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.066/135.524+7.142/148.927+0.011/148.927=0.049  1 OK 95 under
Design Member 87, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 87, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 87, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 87, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 87, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 87, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 87, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 87, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 87, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 87, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 87, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 87, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 87, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 87, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.027  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.358  148.927 OK 99 under
Design Member 87, Wind 1, Major Shear
fv  Fv, 0.109  99.285 OK 100 under
Design Member 87, Wind 1, Major Deflection
  L/250, 0.105  2.0 mm OK 95 under
Design Member 87, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.068  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.033  148.927 OK 100 under
Design Member 87, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 87, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 87, Wind 1, Tension
On gross area ft  Ft, 0.042  148.927 OK 100 under
On net area ft  Ft, 0.042  199.948 OK 100 under
Design Member 87, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 87, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 87, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.042/148.927+3.027/148.927+0.068/148.927=0.021  1 OK 98 under
Design Member 87, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.358/148.927+0.033/148.927=0.009  1 OK 99 under
Design Member 87, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 88


Members: 128
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 88, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 88, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 88, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 88, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 88, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 88, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 88, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 88, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 88, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 88, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 88, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 88, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 88, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.962  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 8.831  148.927 OK 94 under
Design Member 88, Self Weight, Major Shear
fv  Fv, 0.1  99.285 OK 100 under
Design Member 88, Self Weight, Major Deflection
  L/250, 0.1  2.0 mm OK 95 under
Design Member 88, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.002  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.006  148.927 OK 100 under
Design Member 88, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 88, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 88, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 88, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 88, Self Weight, Compression
fa  Fa, 0.061  135.524 OK 100 under
Design Member 88, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.962/148.927+0.002/148.927=0.027  1 OK 97 under
Design Member 88, Self Weight, Bending + Compression
fa/Fa=0.061/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.061/135.524+8.831/148.927+0.006/148.927=0.06  1 OK 94 under
Design Member 88, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 88, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 88, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 88, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 88, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 88, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 88, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 88, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 88, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 88, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 88, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 88, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 88, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 88, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.863  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 1.733  148.927 OK 99 under
Design Member 88, Wind 1, Major Shear
fv  Fv, 0.032  99.285 OK 100 under
Design Member 88, Wind 1, Major Deflection
  L/250, 0.042  2.0 mm OK 98 under
Design Member 88, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.063  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.033  148.927 OK 100 under
Design Member 88, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 88, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 88, Wind 1, Tension
On gross area ft  Ft, 0.04  148.927 OK 100 under
On net area ft  Ft, 0.04  199.948 OK 100 under
Design Member 88, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 88, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 88, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.04/148.927+3.863/148.927+0.063/148.927=0.027  1 OK 97 under
Design Member 88, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.733/148.927+0.033/148.927=0.012  1 OK 99 under
Design Member 88, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 89


Members: 129
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 89, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 89, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 89, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 89, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 89, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 89, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 89, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 89, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 89, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 89, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 89, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 89, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 89, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.962  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 8.831  148.927 OK 94 under
Design Member 89, Self Weight, Major Shear
fv  Fv, 0.1  99.285 OK 100 under
Design Member 89, Self Weight, Major Deflection
  L/250, 0.1  2.0 mm OK 95 under
Design Member 89, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.003  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.006  148.927 OK 100 under
Design Member 89, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 89, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 89, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 89, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 89, Self Weight, Compression
fa  Fa, 0.061  135.524 OK 100 under
Design Member 89, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.962/148.927+0.003/148.927=0.027  1 OK 97 under
Design Member 89, Self Weight, Bending + Compression
fa/Fa=0.061/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.061/135.524+8.831/148.927+0.006/148.927=0.06  1 OK 94 under
Design Member 89, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 89, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 89, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 89, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 89, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 89, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 89, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 89, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 89, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 89, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 89, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 89, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 89, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 89, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.863  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 1.733  148.927 OK 99 under
Design Member 89, Wind 1, Major Shear
fv  Fv, 0.032  99.285 OK 100 under
Design Member 89, Wind 1, Major Deflection
  L/250, 0.042  2.0 mm OK 98 under
Design Member 89, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.063  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.033  148.927 OK 100 under
Design Member 89, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 89, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 89, Wind 1, Tension
On gross area ft  Ft, 0.04  148.927 OK 100 under
On net area ft  Ft, 0.04  199.948 OK 100 under
Design Member 89, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 89, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 89, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.04/148.927+3.863/148.927+0.063/148.927=0.027  1 OK 97 under
Design Member 89, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.733/148.927+0.033/148.927=0.012  1 OK 99 under
Design Member 89, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 90


Members: 130
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 90, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 90, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 90, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 90, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 90, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 90, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 90, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 90, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 90, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 90, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 90, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 90, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 90, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.203  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.14  148.927 OK 95 under
Design Member 90, Self Weight, Major Shear
fv  Fv, 0.268  99.285 OK 100 under
Design Member 90, Self Weight, Major Deflection
  L/250, 0.254  2.0 mm OK 87 under
Design Member 90, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.009  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.011  148.927 OK 100 under
Design Member 90, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 90, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 90, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 90, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 90, Self Weight, Compression
fa  Fa, 0.067  135.524 OK 100 under
Design Member 90, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.203/148.927+0.009/148.927=0.022  1 OK 98 under
Design Member 90, Self Weight, Bending + Compression
fa/Fa=0.067/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.067/135.524+7.14/148.927+0.011/148.927=0.049  1 OK 95 under
Design Member 90, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 90, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 90, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 90, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 90, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 90, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 90, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 90, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 90, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 90, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 90, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 90, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 90, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 90, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.026  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.357  148.927 OK 99 under
Design Member 90, Wind 1, Major Shear
fv  Fv, 0.109  99.285 OK 100 under
Design Member 90, Wind 1, Major Deflection
  L/250, 0.105  2.0 mm OK 95 under
Design Member 90, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.068  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.033  148.927 OK 100 under
Design Member 90, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 90, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 90, Wind 1, Tension
On gross area ft  Ft, 0.043  148.927 OK 100 under
On net area ft  Ft, 0.043  199.948 OK 100 under
Design Member 90, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 90, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 90, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.043/148.927+3.026/148.927+0.068/148.927=0.021  1 OK 98 under
Design Member 90, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.357/148.927+0.033/148.927=0.009  1 OK 99 under
Design Member 90, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 91


Members: 131
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 91, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 91, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 91, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 91, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 91, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 91, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 91, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 91, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 91, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 91, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 91, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 91, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 91, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 12.603  148.927 OK 92 under
Compressive Bending Stress:
fb  Fb, 5.653  148.927 OK 96 under
Design Member 91, Self Weight, Major Shear
fv  Fv, 0.519  99.285 OK 99 under
Design Member 91, Self Weight, Major Deflection
  L/250, 0.248  2.0 mm OK 88 under
Design Member 91, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.011  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.01  148.927 OK 100 under
Design Member 91, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 91, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 91, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 91, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 91, Self Weight, Compression
fa  Fa, 0.031  135.524 OK 100 under
Design Member 91, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+12.603/148.927+0.011/148.927=0.085  1 OK 92 under
Design Member 91, Self Weight, Bending + Compression
fa/Fa=0.031/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.031/135.524+5.653/148.927+0.01/148.927=0.038  1 OK 96 under
Design Member 91, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 91, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 91, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 91, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 91, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 91, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 91, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 91, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 91, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 91, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 91, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 91, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 91, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 91, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.675  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.963  148.927 OK 96 under
Design Member 91, Wind 1, Major Shear
fv  Fv, 0.216  99.285 OK 100 under
Design Member 91, Wind 1, Major Deflection
  L/250, 0.094  2.0 mm OK 95 under
Design Member 91, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.069  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.035  148.927 OK 100 under
Design Member 91, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 91, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 91, Wind 1, Tension
On gross area ft  Ft, 0.033  148.927 OK 100 under
On net area ft  Ft, 0.033  199.948 OK 100 under
Design Member 91, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 91, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 91, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.033/148.927+2.675/148.927+0.069/148.927=0.019  1 OK 98 under
Design Member 91, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.963/148.927+0.035/148.927=0.04  1 OK 96 under
Design Member 91, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 92


Members: 132
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 92, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 92, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 92, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 92, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 92, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 92, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 92, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 92, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 92, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 92, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 92, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 92, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 92, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.521  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 4.72  148.927 OK 97 under
Design Member 92, Self Weight, Major Shear
fv  Fv, 0.447  99.285 OK 100 under
Design Member 92, Self Weight, Major Deflection
  L/250, 0.214  2.0 mm OK 89 under
Design Member 92, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.022  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.049  148.927 OK 100 under
Design Member 92, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 92, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 92, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 92, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 92, Self Weight, Compression
fa  Fa, 0.028  135.524 OK 100 under
Design Member 92, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+10.521/148.927+0.022/148.927=0.071  1 OK 93 under
Design Member 92, Self Weight, Bending + Compression
fa/Fa=0.028/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.028/135.524+4.72/148.927+0.049/148.927=0.032  1 OK 97 under
Design Member 92, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 92, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 92, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 92, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 92, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 92, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 92, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 92, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 92, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 92, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 92, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 92, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 92, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 92, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.271  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.062  148.927 OK 97 under
Design Member 92, Wind 1, Major Shear
fv  Fv, 0.188  99.285 OK 100 under
Design Member 92, Wind 1, Major Deflection
  L/250, 0.08  2.0 mm OK 96 under
Design Member 92, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.066  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.03  148.927 OK 100 under
Design Member 92, Wind 1, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 92, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 92, Wind 1, Tension
On gross area ft  Ft, 0.031  148.927 OK 100 under
On net area ft  Ft, 0.031  199.948 OK 100 under
Design Member 92, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 92, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 92, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.031/148.927+2.271/148.927+0.066/148.927=0.016  1 OK 98 under
Design Member 92, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.062/148.927+0.03/148.927=0.034  1 OK 97 under
Design Member 92, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 93


Members: 133
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 93, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 93, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 93, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 93, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 93, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 93, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 93, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 93, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 93, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 93, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 93, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 93, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 93, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.698  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.014  148.927 OK 96 under
Design Member 93, Self Weight, Major Shear
fv  Fv, 0.224  99.285 OK 100 under
Design Member 93, Self Weight, Major Deflection
  L/250, 0.214  2.0 mm OK 89 under
Design Member 93, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.003  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.006  148.927 OK 100 under
Design Member 93, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 93, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 93, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 93, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 93, Self Weight, Compression
fa  Fa, 0.054  135.524 OK 100 under
Design Member 93, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.698/148.927+0.003/148.927=0.018  1 OK 98 under
Design Member 93, Self Weight, Bending + Compression
fa/Fa=0.054/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.054/135.524+6.014/148.927+0.006/148.927=0.041  1 OK 96 under
Design Member 93, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 93, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 93, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 93, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 93, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 93, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 93, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 93, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 93, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 93, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 93, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 93, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 93, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 93, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.548  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.143  148.927 OK 99 under
Design Member 93, Wind 1, Major Shear
fv  Fv, 0.088  99.285 OK 100 under
Design Member 93, Wind 1, Major Deflection
  L/250, 0.088  2.0 mm OK 96 under
Design Member 93, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.07  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.032  148.927 OK 100 under
Design Member 93, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 93, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 93, Wind 1, Tension
On gross area ft  Ft, 0.04  148.927 OK 100 under
On net area ft  Ft, 0.04  199.948 OK 100 under
Design Member 93, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 93, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 93, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.04/148.927+2.548/148.927+0.07/148.927=0.018  1 OK 98 under
Design Member 93, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.143/148.927+0.032/148.927=0.008  1 OK 99 under
Design Member 93, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 94


Members: 134
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 94, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 94, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 94, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 94, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 94, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 94, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 94, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 94, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 94, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 94, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 94, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 94, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 94, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.3  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.356  148.927 OK 95 under
Design Member 94, Self Weight, Major Shear
fv  Fv, 0.086  99.285 OK 100 under
Design Member 94, Self Weight, Major Deflection
  L/250, 0.084  2.0 mm OK 96 under
Design Member 94, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.002  148.927 OK 100 under
Design Member 94, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 94, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 94, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 94, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 94, Self Weight, Compression
fa  Fa, 0.052  135.524 OK 100 under
Design Member 94, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.3/148.927+0.001/148.927=0.022  1 OK 98 under
Design Member 94, Self Weight, Bending + Compression
fa/Fa=0.052/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.052/135.524+7.356/148.927+0.002/148.927=0.05  1 OK 95 under
Design Member 94, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 94, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 94, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 94, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 94, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 94, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 94, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 94, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 94, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 94, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 94, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 94, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 94, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 94, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.188  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.43  148.927 OK 99 under
Design Member 94, Wind 1, Major Shear
fv  Fv, 0.024  99.285 OK 100 under
Design Member 94, Wind 1, Major Deflection
  L/250, 0.035  2.0 mm OK 98 under
Design Member 94, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.064  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.033  148.927 OK 100 under
Design Member 94, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 94, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 94, Wind 1, Tension
On gross area ft  Ft, 0.039  148.927 OK 100 under
On net area ft  Ft, 0.039  199.948 OK 100 under
Design Member 94, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 94, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 94, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.039/148.927+3.188/148.927+0.064/148.927=0.022  1 OK 98 under
Design Member 94, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.43/148.927+0.033/148.927=0.01  1 OK 99 under
Design Member 94, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 95


Members: 135
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 95, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 95, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 95, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 95, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 95, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 95, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 95, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 95, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 95, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 95, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 95, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 95, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 95, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.3  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.356  148.927 OK 95 under
Design Member 95, Self Weight, Major Shear
fv  Fv, 0.087  99.285 OK 100 under
Design Member 95, Self Weight, Major Deflection
  L/250, 0.084  2.0 mm OK 96 under
Design Member 95, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.003  148.927 OK 100 under
Design Member 95, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 95, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 95, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 95, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 95, Self Weight, Compression
fa  Fa, 0.052  135.524 OK 100 under
Design Member 95, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.3/148.927+0.001/148.927=0.022  1 OK 98 under
Design Member 95, Self Weight, Bending + Compression
fa/Fa=0.052/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.052/135.524+7.356/148.927+0.003/148.927=0.05  1 OK 95 under
Design Member 95, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 95, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 95, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 95, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 95, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 95, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 95, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 95, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 95, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 95, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 95, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 95, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 95, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 95, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.188  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.43  148.927 OK 99 under
Design Member 95, Wind 1, Major Shear
fv  Fv, 0.024  99.285 OK 100 under
Design Member 95, Wind 1, Major Deflection
  L/250, 0.035  2.0 mm OK 98 under
Design Member 95, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.064  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.033  148.927 OK 100 under
Design Member 95, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 95, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 95, Wind 1, Tension
On gross area ft  Ft, 0.039  148.927 OK 100 under
On net area ft  Ft, 0.039  199.948 OK 100 under
Design Member 95, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 95, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 95, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.039/148.927+3.188/148.927+0.064/148.927=0.022  1 OK 98 under
Design Member 95, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.43/148.927+0.033/148.927=0.01  1 OK 99 under
Design Member 95, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 96


Members: 136
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 96, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 96, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 96, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 96, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 96, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 96, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 96, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 96, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 96, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 96, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 96, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 96, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 96, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.697  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.013  148.927 OK 96 under
Design Member 96, Self Weight, Major Shear
fv  Fv, 0.224  99.285 OK 100 under
Design Member 96, Self Weight, Major Deflection
  L/250, 0.214  2.0 mm OK 89 under
Design Member 96, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.003  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.006  148.927 OK 100 under
Design Member 96, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 96, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 96, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 96, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 96, Self Weight, Compression
fa  Fa, 0.054  135.524 OK 100 under
Design Member 96, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.697/148.927+0.003/148.927=0.018  1 OK 98 under
Design Member 96, Self Weight, Bending + Compression
fa/Fa=0.054/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.054/135.524+6.013/148.927+0.006/148.927=0.041  1 OK 96 under
Design Member 96, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 96, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 96, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 96, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 96, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 96, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 96, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 96, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 96, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 96, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 96, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 96, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 96, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 96, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.547  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.143  148.927 OK 99 under
Design Member 96, Wind 1, Major Shear
fv  Fv, 0.088  99.285 OK 100 under
Design Member 96, Wind 1, Major Deflection
  L/250, 0.088  2.0 mm OK 96 under
Design Member 96, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.071  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.032  148.927 OK 100 under
Design Member 96, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 96, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 96, Wind 1, Tension
On gross area ft  Ft, 0.04  148.927 OK 100 under
On net area ft  Ft, 0.04  199.948 OK 100 under
Design Member 96, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 96, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 96, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.04/148.927+2.547/148.927+0.071/148.927=0.018  1 OK 98 under
Design Member 96, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.143/148.927+0.032/148.927=0.008  1 OK 99 under
Design Member 96, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 97


Members: 137
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 97, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 97, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 97, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 97, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 97, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 97, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 97, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 97, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 97, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 97, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 97, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 97, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 97, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.521  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 4.719  148.927 OK 97 under
Design Member 97, Self Weight, Major Shear
fv  Fv, 0.447  99.285 OK 100 under
Design Member 97, Self Weight, Major Deflection
  L/250, 0.214  2.0 mm OK 89 under
Design Member 97, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.023  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.05  148.927 OK 100 under
Design Member 97, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 97, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 97, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 97, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 97, Self Weight, Compression
fa  Fa, 0.028  135.524 OK 100 under
Design Member 97, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+10.521/148.927+0.023/148.927=0.071  1 OK 93 under
Design Member 97, Self Weight, Bending + Compression
fa/Fa=0.028/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.028/135.524+4.719/148.927+0.05/148.927=0.032  1 OK 97 under
Design Member 97, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 97, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 97, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 97, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 97, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 97, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 97, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 97, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 97, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 97, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 97, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 97, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 97, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 97, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.27  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.061  148.927 OK 97 under
Design Member 97, Wind 1, Major Shear
fv  Fv, 0.187  99.285 OK 100 under
Design Member 97, Wind 1, Major Deflection
  L/250, 0.08  2.0 mm OK 96 under
Design Member 97, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.065  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.029  148.927 OK 100 under
Design Member 97, Wind 1, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 97, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 97, Wind 1, Tension
On gross area ft  Ft, 0.031  148.927 OK 100 under
On net area ft  Ft, 0.031  199.948 OK 100 under
Design Member 97, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 97, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 97, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.031/148.927+2.27/148.927+0.065/148.927=0.016  1 OK 98 under
Design Member 97, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.061/148.927+0.029/148.927=0.034  1 OK 97 under
Design Member 97, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 98


Members: 138
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 98, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 98, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 98, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 98, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 98, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 98, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 98, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 98, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 98, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 98, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 98, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 98, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 98, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 5.431  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 2.436  148.927 OK 98 under
Design Member 98, Self Weight, Major Shear
fv  Fv, 0.255  99.285 OK 100 under
Design Member 98, Self Weight, Major Deflection
  L/250, 0.11  2.0 mm OK 94 under
Design Member 98, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.04  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.083  148.927 OK 100 under
Design Member 98, Self Weight, Minor Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 98, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 98, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 98, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 98, Self Weight, Compression
fa  Fa, 0.04  135.524 OK 100 under
Design Member 98, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+5.431/148.927+0.04/148.927=0.037  1 OK 96 under
Design Member 98, Self Weight, Bending + Compression
fa/Fa=0.04/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.04/135.524+2.436/148.927+0.083/148.927=0.017  1 OK 98 under
Design Member 98, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 98, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 98, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 98, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 98, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 98, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 98, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 98, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 98, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 98, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 98, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 98, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 98, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 98, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.221  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.721  148.927 OK 98 under
Design Member 98, Wind 1, Major Shear
fv  Fv, 0.107  99.285 OK 100 under
Design Member 98, Wind 1, Major Deflection
  L/250, 0.041  2.0 mm OK 98 under
Design Member 98, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.078  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.035  148.927 OK 100 under
Design Member 98, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 98, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 98, Wind 1, Tension
On gross area ft  Ft, 0.031  148.927 OK 100 under
On net area ft  Ft, 0.031  199.948 OK 100 under
Design Member 98, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 98, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 98, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.031/148.927+1.221/148.927+0.078/148.927=0.009  1 OK 99 under
Design Member 98, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+2.721/148.927+0.035/148.927=0.019  1 OK 98 under
Design Member 98, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 99


Members: 139
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 99, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 99, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 99, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 99, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 99, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 99, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 99, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 99, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 99, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 99, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 99, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 99, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 99, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.288  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.87  148.927 OK 98 under
Design Member 99, Self Weight, Major Shear
fv  Fv, 0.115  99.285 OK 100 under
Design Member 99, Self Weight, Major Deflection
  L/250, 0.106  2.0 mm OK 95 under
Design Member 99, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.022  148.927 OK 100 under
Design Member 99, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 99, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 99, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 99, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 99, Self Weight, Compression
fa  Fa, 0.04  135.524 OK 100 under
Design Member 99, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.288/148.927+0.012/148.927=0.009  1 OK 99 under
Design Member 99, Self Weight, Bending + Compression
fa/Fa=0.04/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.04/135.524+2.87/148.927+0.022/148.927=0.02  1 OK 98 under
Design Member 99, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 99, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 99, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 99, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 99, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 99, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 99, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 99, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 99, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 99, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 99, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 99, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 99, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 99, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.247  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.559  148.927 OK 100 under
Design Member 99, Wind 1, Major Shear
fv  Fv, 0.037  99.285 OK 100 under
Design Member 99, Wind 1, Major Deflection
  L/250, 0.043  2.0 mm OK 98 under
Design Member 99, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.063  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.032  148.927 OK 100 under
Design Member 99, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 99, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 99, Wind 1, Tension
On gross area ft  Ft, 0.037  148.927 OK 100 under
On net area ft  Ft, 0.037  199.948 OK 100 under
Design Member 99, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 99, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 99, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.037/148.927+1.247/148.927+0.063/148.927=0.009  1 OK 99 under
Design Member 99, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.559/148.927+0.032/148.927=0.004  1 OK 100 under
Design Member 99, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 100


Members: 140
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 100, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 100, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 100, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 100, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 100, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 100, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 100, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 100, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 100, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 100, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 100, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 100, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 100, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.564  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.487  148.927 OK 98 under
Design Member 100, Self Weight, Major Shear
fv  Fv, 0.056  99.285 OK 100 under
Design Member 100, Self Weight, Major Deflection
  L/250, 0.041  2.0 mm OK 98 under
Design Member 100, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.004  148.927 OK 100 under
Design Member 100, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 100, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 100, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 100, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 100, Self Weight, Compression
fa  Fa, 0.06  135.524 OK 100 under
Design Member 100, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.564/148.927+0.008/148.927=0.011  1 OK 99 under
Design Member 100, Self Weight, Bending + Compression
fa/Fa=0.06/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.06/135.524+3.487/148.927+0.004/148.927=0.024  1 OK 98 under
Design Member 100, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 100, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 100, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 100, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 100, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 100, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 100, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 100, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 100, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 100, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 100, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 100, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 100, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 100, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.497  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.672  148.927 OK 100 under
Design Member 100, Wind 1, Major Shear
fv  Fv, 0.009  99.285 OK 100 under
Design Member 100, Wind 1, Major Deflection
  L/250, 0.017  2.0 mm OK 99 under
Design Member 100, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.06  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Design Member 100, Wind 1, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 100, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 100, Wind 1, Tension
On gross area ft  Ft, 0.044  148.927 OK 100 under
On net area ft  Ft, 0.044  199.948 OK 100 under
Design Member 100, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 100, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 100, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.044/148.927+1.497/148.927+0.06/148.927=0.011  1 OK 99 under
Design Member 100, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.672/148.927+0.034/148.927=0.005  1 OK 100 under
Design Member 100, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 101


Members: 141
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 101, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 101, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 101, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 101, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 101, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 101, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 101, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 101, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 101, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 101, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 101, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 101, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 101, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.564  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.487  148.927 OK 98 under
Design Member 101, Self Weight, Major Shear
fv  Fv, 0.056  99.285 OK 100 under
Design Member 101, Self Weight, Major Deflection
  L/250, 0.041  2.0 mm OK 98 under
Design Member 101, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.007  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.003  148.927 OK 100 under
Design Member 101, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 101, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 101, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 101, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 101, Self Weight, Compression
fa  Fa, 0.06  135.524 OK 100 under
Design Member 101, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.564/148.927+0.007/148.927=0.011  1 OK 99 under
Design Member 101, Self Weight, Bending + Compression
fa/Fa=0.06/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.06/135.524+3.487/148.927+0.003/148.927=0.024  1 OK 98 under
Design Member 101, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 101, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 101, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 101, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 101, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 101, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 101, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 101, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 101, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 101, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 101, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 101, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 101, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 101, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.497  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.672  148.927 OK 100 under
Design Member 101, Wind 1, Major Shear
fv  Fv, 0.009  99.285 OK 100 under
Design Member 101, Wind 1, Major Deflection
  L/250, 0.017  2.0 mm OK 99 under
Design Member 101, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.061  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.034  148.927 OK 100 under
Design Member 101, Wind 1, Minor Shear
fv  Fv, 0.013  99.285 OK 100 under
Design Member 101, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 101, Wind 1, Tension
On gross area ft  Ft, 0.044  148.927 OK 100 under
On net area ft  Ft, 0.044  199.948 OK 100 under
Design Member 101, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 101, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 101, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.044/148.927+1.497/148.927+0.061/148.927=0.011  1 OK 99 under
Design Member 101, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.672/148.927+0.034/148.927=0.005  1 OK 100 under
Design Member 101, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 102


Members: 142
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 102, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 102, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 102, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 102, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 102, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 102, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 102, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 102, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 102, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 102, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 102, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 102, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 102, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.287  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.87  148.927 OK 98 under
Design Member 102, Self Weight, Major Shear
fv  Fv, 0.115  99.285 OK 100 under
Design Member 102, Self Weight, Major Deflection
  L/250, 0.106  2.0 mm OK 95 under
Design Member 102, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.011  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.022  148.927 OK 100 under
Design Member 102, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 102, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 102, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 102, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 102, Self Weight, Compression
fa  Fa, 0.04  135.524 OK 100 under
Design Member 102, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.287/148.927+0.011/148.927=0.009  1 OK 99 under
Design Member 102, Self Weight, Bending + Compression
fa/Fa=0.04/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.04/135.524+2.87/148.927+0.022/148.927=0.02  1 OK 98 under
Design Member 102, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 102, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 102, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 102, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 102, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 102, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 102, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 102, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 102, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 102, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 102, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 102, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 102, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 102, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.247  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.559  148.927 OK 100 under
Design Member 102, Wind 1, Major Shear
fv  Fv, 0.037  99.285 OK 100 under
Design Member 102, Wind 1, Major Deflection
  L/250, 0.043  2.0 mm OK 98 under
Design Member 102, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.064  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.032  148.927 OK 100 under
Design Member 102, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 102, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 102, Wind 1, Tension
On gross area ft  Ft, 0.037  148.927 OK 100 under
On net area ft  Ft, 0.037  199.948 OK 100 under
Design Member 102, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 102, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 102, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.037/148.927+1.247/148.927+0.064/148.927=0.009  1 OK 99 under
Design Member 102, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.559/148.927+0.032/148.927=0.004  1 OK 100 under
Design Member 102, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 103


Members: 143
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 103, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 103, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 103, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 103, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 103, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 103, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 103, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 103, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 103, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 103, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 103, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 103, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 103, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 5.431  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 2.436  148.927 OK 98 under
Design Member 103, Self Weight, Major Shear
fv  Fv, 0.255  99.285 OK 100 under
Design Member 103, Self Weight, Major Deflection
  L/250, 0.11  2.0 mm OK 94 under
Design Member 103, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.042  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.085  148.927 OK 100 under
Design Member 103, Self Weight, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 103, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 103, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 103, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 103, Self Weight, Compression
fa  Fa, 0.04  135.524 OK 100 under
Design Member 103, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+5.431/148.927+0.042/148.927=0.037  1 OK 96 under
Design Member 103, Self Weight, Bending + Compression
fa/Fa=0.04/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.04/135.524+2.436/148.927+0.085/148.927=0.017  1 OK 98 under
Design Member 103, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 103, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 103, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 103, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 103, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 103, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 103, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 103, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 103, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 103, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 103, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 103, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 103, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 103, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.22  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.721  148.927 OK 98 under
Design Member 103, Wind 1, Major Shear
fv  Fv, 0.107  99.285 OK 100 under
Design Member 103, Wind 1, Major Deflection
  L/250, 0.041  2.0 mm OK 98 under
Design Member 103, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.079  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.036  148.927 OK 100 under
Design Member 103, Wind 1, Minor Shear
fv  Fv, 0.014  99.285 OK 100 under
Design Member 103, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 103, Wind 1, Tension
On gross area ft  Ft, 0.031  148.927 OK 100 under
On net area ft  Ft, 0.031  199.948 OK 100 under
Design Member 103, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 103, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 103, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.031/148.927+1.22/148.927+0.079/148.927=0.009  1 OK 99 under
Design Member 103, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+2.721/148.927+0.036/148.927=0.019  1 OK 98 under
Design Member 103, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 104


Members: 144
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 104, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 104, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 104, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 104, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 104, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 104, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 104, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 104, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 104, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 104, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 104, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 104, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 104, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 7.365  148.927 OK 95 under
Compressive Bending Stress:
fb  Fb, 3.304  148.927 OK 98 under
Design Member 104, Self Weight, Major Shear
fv  Fv, 0.299  99.285 OK 100 under
Design Member 104, Self Weight, Major Deflection
  L/250, 0.093  2.0 mm OK 95 under
Design Member 104, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.041  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.092  148.927 OK 100 under
Design Member 104, Self Weight, Minor Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 104, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 104, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 104, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 104, Self Weight, Compression
fa  Fa, 0.041  135.524 OK 100 under
Design Member 104, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+7.365/148.927+0.041/148.927=0.05  1 OK 95 under
Design Member 104, Self Weight, Bending + Compression
fa/Fa=0.041/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.041/135.524+3.304/148.927+0.092/148.927=0.023  1 OK 98 under
Design Member 104, Self Weight, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 104, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 104, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 104, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 104, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 104, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 104, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 104, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 104, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 104, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 104, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 104, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 104, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 104, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.999  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.227  148.927 OK 99 under
Design Member 104, Wind 1, Major Shear
fv  Fv, 0.085  99.285 OK 100 under
Design Member 104, Wind 1, Major Deflection
  L/250, 0.038  2.0 mm OK 98 under
Design Member 104, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.031  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Design Member 104, Wind 1, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 104, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 104, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 104, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 104, Wind 1, Compression
fa  Fa, 0.003  135.524 OK 100 under
Design Member 104, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.999/148.927+0.031/148.927=0.007  1 OK 99 under
Design Member 104, Wind 1, Bending + Compression
fa/Fa=0.003/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.003/135.524+2.227/148.927+0.015/148.927=0.015  1 OK 98 under
Design Member 104, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 105


Members: 145
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 105, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 105, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 105, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 105, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 105, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 105, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 105, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 105, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 105, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 105, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 105, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 105, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 105, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.212  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.701  148.927 OK 98 under
Design Member 105, Self Weight, Major Shear
fv  Fv, 0.134  99.285 OK 100 under
Design Member 105, Self Weight, Major Deflection
  L/250, 0.109  2.0 mm OK 95 under
Design Member 105, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.005  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.011  148.927 OK 100 under
Design Member 105, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 105, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 105, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 105, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 105, Self Weight, Compression
fa  Fa, 0.054  135.524 OK 100 under
Design Member 105, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.212/148.927+0.005/148.927=0.008  1 OK 99 under
Design Member 105, Self Weight, Bending + Compression
fa/Fa=0.054/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.054/135.524+2.701/148.927+0.011/148.927=0.019  1 OK 98 under
Design Member 105, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 105, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 105, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 105, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 105, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 105, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 105, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 105, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 105, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 105, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 105, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 105, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 105, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 105, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.081  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.485  148.927 OK 100 under
Design Member 105, Wind 1, Major Shear
fv  Fv, 0.034  99.285 OK 100 under
Design Member 105, Wind 1, Major Deflection
  L/250, 0.04  2.0 mm OK 98 under
Design Member 105, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.019  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Design Member 105, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 105, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 105, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 105, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 105, Wind 1, Compression
fa  Fa, 0.002  135.524 OK 100 under
Design Member 105, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.081/148.927+0.019/148.927=0.007  1 OK 99 under
Design Member 105, Wind 1, Bending + Compression
fa/Fa=0.002/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.002/135.524+0.485/148.927+0.015/148.927=0.003  1 OK 100 under
Design Member 105, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 106


Members: 146
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 106, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 106, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 106, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 106, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 106, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 106, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 106, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 106, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 106, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 106, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 106, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 106, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 106, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.582  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.526  148.927 OK 98 under
Design Member 106, Self Weight, Major Shear
fv  Fv, 0.065  99.285 OK 100 under
Design Member 106, Self Weight, Major Deflection
  L/250, 0.048  2.0 mm OK 98 under
Design Member 106, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.01  148.927 OK 100 under
Design Member 106, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 106, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 106, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 106, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 106, Self Weight, Compression
fa  Fa, 0.077  135.524 OK 100 under
Design Member 106, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.582/148.927+0.016/148.927=0.011  1 OK 99 under
Design Member 106, Self Weight, Bending + Compression
fa/Fa=0.077/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.077/135.524+3.526/148.927+0.01/148.927=0.024  1 OK 98 under
Design Member 106, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 106, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 106, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 106, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 106, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 106, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 106, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 106, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 106, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 106, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 106, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 106, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 106, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 106, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.371  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.615  148.927 OK 100 under
Design Member 106, Wind 1, Major Shear
fv  Fv, 0.01  99.285 OK 100 under
Design Member 106, Wind 1, Major Deflection
  L/250, 0.017  2.0 mm OK 99 under
Design Member 106, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.02  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.022  148.927 OK 100 under
Design Member 106, Wind 1, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 106, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 106, Wind 1, Tension
On gross area ft  Ft, 0.007  148.927 OK 100 under
On net area ft  Ft, 0.007  199.948 OK 100 under
Design Member 106, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 106, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 106, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.007/148.927+1.371/148.927+0.02/148.927=0.009  1 OK 99 under
Design Member 106, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.615/148.927+0.022/148.927=0.004  1 OK 100 under
Design Member 106, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 107


Members: 147
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 107, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 107, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 107, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 107, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 107, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 107, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 107, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 107, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 107, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 107, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 107, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 107, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 107, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.617  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.605  148.927 OK 98 under
Design Member 107, Self Weight, Major Shear
fv  Fv, 0.049  99.285 OK 100 under
Design Member 107, Self Weight, Major Deflection
  L/250, 0.035  2.0 mm OK 98 under
Design Member 107, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.02  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Design Member 107, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 107, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 107, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 107, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 107, Self Weight, Compression
fa  Fa, 0.076  135.524 OK 100 under
Design Member 107, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.617/148.927+0.02/148.927=0.011  1 OK 99 under
Design Member 107, Self Weight, Bending + Compression
fa/Fa=0.076/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.076/135.524+3.605/148.927+0.012/148.927=0.025  1 OK 98 under
Design Member 107, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 107, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 107, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 107, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 107, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 107, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 107, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 107, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 107, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 107, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 107, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 107, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 107, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 107, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.371  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.615  148.927 OK 100 under
Design Member 107, Wind 1, Major Shear
fv  Fv, 0.007  99.285 OK 100 under
Design Member 107, Wind 1, Major Deflection
  L/250, 0.014  2.0 mm OK 99 under
Design Member 107, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.023  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.025  148.927 OK 100 under
Design Member 107, Wind 1, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 107, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 107, Wind 1, Tension
On gross area ft  Ft, 0.01  148.927 OK 100 under
On net area ft  Ft, 0.01  199.948 OK 100 under
Design Member 107, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 107, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 107, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.01/148.927+1.371/148.927+0.023/148.927=0.009  1 OK 99 under
Design Member 107, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.615/148.927+0.025/148.927=0.004  1 OK 100 under
Design Member 107, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 108


Members: 148
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 108, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 108, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 108, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 108, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 108, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 108, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 108, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 108, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 108, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 108, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 108, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 108, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 108, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.4  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.121  148.927 OK 98 under
Design Member 108, Self Weight, Major Shear
fv  Fv, 0.12  99.285 OK 100 under
Design Member 108, Self Weight, Major Deflection
  L/250, 0.105  2.0 mm OK 95 under
Design Member 108, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.02  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.028  148.927 OK 100 under
Design Member 108, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 108, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 108, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 108, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 108, Self Weight, Compression
fa  Fa, 0.052  135.524 OK 100 under
Design Member 108, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.4/148.927+0.02/148.927=0.01  1 OK 99 under
Design Member 108, Self Weight, Bending + Compression
fa/Fa=0.052/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.052/135.524+3.121/148.927+0.028/148.927=0.022  1 OK 98 under
Design Member 108, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 108, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 108, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 108, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 108, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 108, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 108, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 108, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 108, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 108, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 108, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 108, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 108, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 108, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.185  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.532  148.927 OK 100 under
Design Member 108, Wind 1, Major Shear
fv  Fv, 0.031  99.285 OK 100 under
Design Member 108, Wind 1, Major Deflection
  L/250, 0.039  2.0 mm OK 98 under
Design Member 108, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.025  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.022  148.927 OK 100 under
Design Member 108, Wind 1, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 108, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 108, Wind 1, Tension
On gross area ft  Ft, 0.006  148.927 OK 100 under
On net area ft  Ft, 0.006  199.948 OK 100 under
Design Member 108, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 108, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 108, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.006/148.927+1.185/148.927+0.025/148.927=0.008  1 OK 99 under
Design Member 108, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.532/148.927+0.022/148.927=0.004  1 OK 100 under
Design Member 108, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 109


Members: 149
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 109, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 109, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 109, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 109, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 109, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 109, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 109, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 109, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 109, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 109, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 109, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 109, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 109, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 5.848  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 2.623  148.927 OK 98 under
Design Member 109, Self Weight, Major Shear
fv  Fv, 0.274  99.285 OK 100 under
Design Member 109, Self Weight, Major Deflection
  L/250, 0.11  2.0 mm OK 94 under
Design Member 109, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.041  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.086  148.927 OK 100 under
Design Member 109, Self Weight, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 109, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 109, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 109, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 109, Self Weight, Compression
fa  Fa, 0.043  135.524 OK 100 under
Design Member 109, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+5.848/148.927+0.041/148.927=0.04  1 OK 96 under
Design Member 109, Self Weight, Bending + Compression
fa/Fa=0.043/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.043/135.524+2.623/148.927+0.086/148.927=0.019  1 OK 98 under
Design Member 109, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 109, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 109, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 109, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 109, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 109, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 109, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 109, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 109, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 109, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 109, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 109, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 109, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 109, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.897  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 1.999  148.927 OK 99 under
Design Member 109, Wind 1, Major Shear
fv  Fv, 0.084  99.285 OK 100 under
Design Member 109, Wind 1, Major Deflection
  L/250, 0.041  2.0 mm OK 98 under
Design Member 109, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.018  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Design Member 109, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 109, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 109, Wind 1, Tension
On gross area ft  Ft, 0.002  148.927 OK 100 under
On net area ft  Ft, 0.002  199.948 OK 100 under
Design Member 109, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 109, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 109, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.002/148.927+0.897/148.927+0.018/148.927=0.006  1 OK 99 under
Design Member 109, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.999/148.927+0.008/148.927=0.013  1 OK 99 under
Design Member 109, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 110


Members: 150
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 110, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 110, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 110, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 110, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 110, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 110, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 110, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 110, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 110, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 110, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 110, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 110, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 110, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 13.821  148.927 OK 91 under
Compressive Bending Stress:
fb  Fb, 6.2  148.927 OK 96 under
Design Member 110, Self Weight, Major Shear
fv  Fv, 0.512  99.285 OK 99 under
Design Member 110, Self Weight, Major Deflection
  L/250, 0.182  2.0 mm OK 91 under
Design Member 110, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.022  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.049  148.927 OK 100 under
Design Member 110, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 110, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 110, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 110, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 110, Self Weight, Compression
fa  Fa, 0.036  135.524 OK 100 under
Design Member 110, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+13.821/148.927+0.022/148.927=0.093  1 OK 91 under
Design Member 110, Self Weight, Bending + Compression
fa/Fa=0.036/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.036/135.524+6.2/148.927+0.049/148.927=0.042  1 OK 96 under
Design Member 110, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 110, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 110, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 110, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 110, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 110, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 110, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 110, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 110, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 110, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 110, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 110, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 110, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 110, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.192  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 4.887  148.927 OK 97 under
Design Member 110, Wind 1, Major Shear
fv  Fv, 0.18  99.285 OK 100 under
Design Member 110, Wind 1, Major Deflection
  L/250, 0.077  2.0 mm OK 96 under
Design Member 110, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.018  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Design Member 110, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 110, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 110, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 110, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 110, Wind 1, Compression
fa  Fa, 0.005  135.524 OK 100 under
Design Member 110, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.192/148.927+0.018/148.927=0.015  1 OK 99 under
Design Member 110, Wind 1, Bending + Compression
fa/Fa=0.005/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.005/135.524+4.887/148.927+0.008/148.927=0.033  1 OK 97 under
Design Member 110, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 111


Members: 151
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 111, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 111, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 111, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 111, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 111, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 111, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 111, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 111, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 111, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 111, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 111, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 111, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 111, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.57  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.728  148.927 OK 96 under
Design Member 111, Self Weight, Major Shear
fv  Fv, 0.267  99.285 OK 100 under
Design Member 111, Self Weight, Major Deflection
  L/250, 0.221  2.0 mm OK 89 under
Design Member 111, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.009  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.021  148.927 OK 100 under
Design Member 111, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 111, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 111, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 111, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 111, Self Weight, Compression
fa  Fa, 0.078  135.524 OK 100 under
Design Member 111, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.57/148.927+0.009/148.927=0.017  1 OK 98 under
Design Member 111, Self Weight, Bending + Compression
fa/Fa=0.078/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.078/135.524+5.728/148.927+0.021/148.927=0.039  1 OK 96 under
Design Member 111, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 111, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 111, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 111, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 111, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 111, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 111, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 111, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 111, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 111, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 111, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 111, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 111, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 111, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.371  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.064  148.927 OK 99 under
Design Member 111, Wind 1, Major Shear
fv  Fv, 0.083  99.285 OK 100 under
Design Member 111, Wind 1, Major Deflection
  L/250, 0.086  2.0 mm OK 96 under
Design Member 111, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.006  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.003  148.927 OK 100 under
Design Member 111, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 111, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 111, Wind 1, Tension
On gross area ft  Ft, 0.005  148.927 OK 100 under
On net area ft  Ft, 0.005  199.948 OK 100 under
Design Member 111, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 111, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 111, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.005/148.927+2.371/148.927+0.006/148.927=0.016  1 OK 98 under
Design Member 111, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.064/148.927+0.003/148.927=0.007  1 OK 99 under
Design Member 111, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 112


Members: 152
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 112, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 112, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 112, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 112, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 112, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 112, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 112, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 112, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 112, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 112, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 112, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 112, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 112, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.441  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.671  148.927 OK 95 under
Design Member 112, Self Weight, Major Shear
fv  Fv, 0.108  99.285 OK 100 under
Design Member 112, Self Weight, Major Deflection
  L/250, 0.099  2.0 mm OK 95 under
Design Member 112, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.013  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Design Member 112, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 112, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 112, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 112, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 112, Self Weight, Compression
fa  Fa, 0.076  135.524 OK 100 under
Design Member 112, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.441/148.927+0.013/148.927=0.023  1 OK 98 under
Design Member 112, Self Weight, Bending + Compression
fa/Fa=0.076/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.076/135.524+7.671/148.927+0.015/148.927=0.052  1 OK 95 under
Design Member 112, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 112, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 112, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 112, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 112, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 112, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 112, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 112, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 112, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 112, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 112, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 112, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 112, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 112, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.021  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.355  148.927 OK 99 under
Design Member 112, Wind 1, Major Shear
fv  Fv, 0.025  99.285 OK 100 under
Design Member 112, Wind 1, Major Deflection
  L/250, 0.036  2.0 mm OK 98 under
Design Member 112, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Design Member 112, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 112, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 112, Wind 1, Tension
On gross area ft  Ft, 0.006  148.927 OK 100 under
On net area ft  Ft, 0.006  199.948 OK 100 under
Design Member 112, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 112, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 112, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.006/148.927+3.021/148.927+0.008/148.927=0.02  1 OK 98 under
Design Member 112, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.355/148.927+0.008/148.927=0.009  1 OK 99 under
Design Member 112, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 113


Members: 153
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 113, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 113, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 113, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 113, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 113, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 113, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 113, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 113, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 113, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 113, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 113, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 113, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 113, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.438  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.665  148.927 OK 95 under
Design Member 113, Self Weight, Major Shear
fv  Fv, 0.082  99.285 OK 100 under
Design Member 113, Self Weight, Major Deflection
  L/250, 0.074  2.0 mm OK 96 under
Design Member 113, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.003  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.004  148.927 OK 100 under
Design Member 113, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 113, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 113, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 113, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 113, Self Weight, Compression
fa  Fa, 0.071  135.524 OK 100 under
Design Member 113, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.438/148.927+0.003/148.927=0.023  1 OK 98 under
Design Member 113, Self Weight, Bending + Compression
fa/Fa=0.071/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.071/135.524+7.665/148.927+0.004/148.927=0.052  1 OK 95 under
Design Member 113, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 113, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 113, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 113, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 113, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 113, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 113, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 113, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 113, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 113, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 113, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 113, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 113, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 113, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.02  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.355  148.927 OK 99 under
Design Member 113, Wind 1, Major Shear
fv  Fv, 0.019  99.285 OK 100 under
Design Member 113, Wind 1, Major Deflection
  L/250, 0.031  2.0 mm OK 98 under
Design Member 113, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.013  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Design Member 113, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 113, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 113, Wind 1, Tension
On gross area ft  Ft, 0.008  148.927 OK 100 under
On net area ft  Ft, 0.008  199.948 OK 100 under
Design Member 113, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 113, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 113, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.008/148.927+3.02/148.927+0.013/148.927=0.02  1 OK 98 under
Design Member 113, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.355/148.927+0.012/148.927=0.009  1 OK 99 under
Design Member 113, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 114


Members: 154
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 114, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 114, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 114, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 114, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 114, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 114, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 114, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 114, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 114, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 114, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 114, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 114, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 114, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.891  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.444  148.927 OK 96 under
Design Member 114, Self Weight, Major Shear
fv  Fv, 0.234  99.285 OK 100 under
Design Member 114, Self Weight, Major Deflection
  L/250, 0.213  2.0 mm OK 89 under
Design Member 114, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.002  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.005  148.927 OK 100 under
Design Member 114, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 114, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 114, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 114, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 114, Self Weight, Compression
fa  Fa, 0.068  135.524 OK 100 under
Design Member 114, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.891/148.927+0.002/148.927=0.019  1 OK 98 under
Design Member 114, Self Weight, Bending + Compression
fa/Fa=0.068/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.068/135.524+6.444/148.927+0.005/148.927=0.044  1 OK 96 under
Design Member 114, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 114, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 114, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 114, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 114, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 114, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 114, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 114, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 114, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 114, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 114, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 114, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 114, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 114, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.531  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.135  148.927 OK 99 under
Design Member 114, Wind 1, Major Shear
fv  Fv, 0.076  99.285 OK 100 under
Design Member 114, Wind 1, Major Deflection
  L/250, 0.084  2.0 mm OK 96 under
Design Member 114, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.013  148.927 OK 100 under
Design Member 114, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 114, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 114, Wind 1, Tension
On gross area ft  Ft, 0.01  148.927 OK 100 under
On net area ft  Ft, 0.01  199.948 OK 100 under
Design Member 114, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 114, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 114, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.01/148.927+2.531/148.927+0.016/148.927=0.017  1 OK 98 under
Design Member 114, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.135/148.927+0.013/148.927=0.008  1 OK 99 under
Design Member 114, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 115


Members: 155
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 115, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 115, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 115, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 115, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 115, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 115, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 115, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 115, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 115, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 115, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 115, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 115, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 115, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.978  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 4.924  148.927 OK 97 under
Design Member 115, Self Weight, Major Shear
fv  Fv, 0.469  99.285 OK 100 under
Design Member 115, Self Weight, Major Deflection
  L/250, 0.215  2.0 mm OK 89 under
Design Member 115, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.02  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.044  148.927 OK 100 under
Design Member 115, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 115, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 115, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 115, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 115, Self Weight, Compression
fa  Fa, 0.035  135.524 OK 100 under
Design Member 115, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+10.978/148.927+0.02/148.927=0.074  1 OK 93 under
Design Member 115, Self Weight, Bending + Compression
fa/Fa=0.035/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.035/135.524+4.924/148.927+0.044/148.927=0.034  1 OK 97 under
Design Member 115, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 115, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 115, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 115, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 115, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 115, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 115, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 115, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 115, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 115, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 115, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 115, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 115, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 115, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.932  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 4.308  148.927 OK 97 under
Design Member 115, Wind 1, Major Shear
fv  Fv, 0.172  99.285 OK 100 under
Design Member 115, Wind 1, Major Deflection
  L/250, 0.084  2.0 mm OK 96 under
Design Member 115, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.006  148.927 OK 100 under
Design Member 115, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 115, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 115, Wind 1, Tension
On gross area ft  Ft, 0.002  148.927 OK 100 under
On net area ft  Ft, 0.002  199.948 OK 100 under
Design Member 115, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 115, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 115, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.002/148.927+1.932/148.927+0.012/148.927=0.013  1 OK 99 under
Design Member 115, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+4.308/148.927+0.006/148.927=0.029  1 OK 97 under
Design Member 115, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 116


Members: 156
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 116, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 116, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 116, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 116, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 116, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 116, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 116, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 116, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 116, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 116, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 116, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 116, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 116, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 16.269  148.927 OK 89 under
Compressive Bending Stress:
fb  Fb, 7.298  148.927 OK 95 under
Design Member 116, Self Weight, Major Shear
fv  Fv, 0.588  99.285 OK 99 under
Design Member 116, Self Weight, Major Deflection
  L/250, 0.216  2.0 mm OK 89 under
Design Member 116, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Design Member 116, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 116, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 116, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 116, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 116, Self Weight, Compression
fa  Fa, 0.035  135.524 OK 100 under
Design Member 116, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+16.269/148.927+0.0/148.927=0.109  1 OK 89 under
Design Member 116, Self Weight, Bending + Compression
fa/Fa=0.035/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.035/135.524+7.298/148.927+0.001/148.927=0.049  1 OK 95 under
Design Member 116, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 116, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 116, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 116, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 116, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 116, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 116, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 116, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 116, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 116, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 116, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 116, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 116, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 116, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.656  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.922  148.927 OK 96 under
Design Member 116, Wind 1, Major Shear
fv  Fv, 0.215  99.285 OK 100 under
Design Member 116, Wind 1, Major Deflection
  L/250, 0.093  2.0 mm OK 95 under
Design Member 116, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 116, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 116, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 116, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 116, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 116, Wind 1, Compression
fa  Fa, 0.004  135.524 OK 100 under
Design Member 116, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.656/148.927+0.0/148.927=0.018  1 OK 98 under
Design Member 116, Wind 1, Bending + Compression
fa/Fa=0.004/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.004/135.524+5.922/148.927+0.0/148.927=0.04  1 OK 96 under
Design Member 116, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 117


Members: 157
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 117, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 117, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 117, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 117, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 117, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 117, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 117, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 117, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 117, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 117, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 117, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 117, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 117, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.098  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.907  148.927 OK 95 under
Design Member 117, Self Weight, Major Shear
fv  Fv, 0.323  99.285 OK 100 under
Design Member 117, Self Weight, Major Deflection
  L/250, 0.265  2.0 mm OK 87 under
Design Member 117, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Design Member 117, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 117, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 117, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 117, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 117, Self Weight, Compression
fa  Fa, 0.091  135.524 OK 100 under
Design Member 117, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.098/148.927+0.001/148.927=0.021  1 OK 98 under
Design Member 117, Self Weight, Bending + Compression
fa/Fa=0.091/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.091/135.524+6.907/148.927+0.001/148.927=0.047  1 OK 95 under
Design Member 117, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 117, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 117, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 117, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 117, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 117, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 117, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 117, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 117, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 117, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 117, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 117, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 117, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 117, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.902  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.302  148.927 OK 99 under
Design Member 117, Wind 1, Major Shear
fv  Fv, 0.106  99.285 OK 100 under
Design Member 117, Wind 1, Major Deflection
  L/250, 0.105  2.0 mm OK 95 under
Design Member 117, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 117, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 117, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 117, Wind 1, Tension
On gross area ft  Ft, 0.009  148.927 OK 100 under
On net area ft  Ft, 0.009  199.948 OK 100 under
Design Member 117, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 117, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 117, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.009/148.927+2.902/148.927+0.0/148.927=0.02  1 OK 98 under
Design Member 117, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.302/148.927+0.0/148.927=0.009  1 OK 99 under
Design Member 117, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 118


Members: 158
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 118, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 118, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 118, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 118, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 118, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 118, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 118, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 118, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 118, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 118, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 118, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 118, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 118, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 4.213  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 9.392  148.927 OK 94 under
Design Member 118, Self Weight, Major Shear
fv  Fv, 0.129  99.285 OK 100 under
Design Member 118, Self Weight, Major Deflection
  L/250, 0.12  2.0 mm OK 94 under
Design Member 118, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 118, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 118, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 118, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 118, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 118, Self Weight, Compression
fa  Fa, 0.086  135.524 OK 100 under
Design Member 118, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+4.213/148.927+0.0/148.927=0.028  1 OK 97 under
Design Member 118, Self Weight, Bending + Compression
fa/Fa=0.086/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.086/135.524+9.392/148.927+0.0/148.927=0.064  1 OK 94 under
Design Member 118, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 118, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 118, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 118, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 118, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 118, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 118, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 118, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 118, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 118, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 118, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 118, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 118, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 118, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.728  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 1.672  148.927 OK 99 under
Design Member 118, Wind 1, Major Shear
fv  Fv, 0.031  99.285 OK 100 under
Design Member 118, Wind 1, Major Deflection
  L/250, 0.044  2.0 mm OK 98 under
Design Member 118, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 118, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 118, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 118, Wind 1, Tension
On gross area ft  Ft, 0.009  148.927 OK 100 under
On net area ft  Ft, 0.009  199.948 OK 100 under
Design Member 118, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 118, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 118, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.009/148.927+3.728/148.927+0.0/148.927=0.025  1 OK 97 under
Design Member 118, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.672/148.927+0.0/148.927=0.011  1 OK 99 under
Design Member 118, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 119


Members: 159
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 119, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 119, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 119, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 119, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 119, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 119, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 119, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 119, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 119, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 119, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 119, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 119, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 119, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 4.209  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 9.383  148.927 OK 94 under
Design Member 119, Self Weight, Major Shear
fv  Fv, 0.098  99.285 OK 100 under
Design Member 119, Self Weight, Major Deflection
  L/250, 0.09  2.0 mm OK 96 under
Design Member 119, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 119, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 119, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 119, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 119, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 119, Self Weight, Compression
fa  Fa, 0.081  135.524 OK 100 under
Design Member 119, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+4.209/148.927+0.0/148.927=0.028  1 OK 97 under
Design Member 119, Self Weight, Bending + Compression
fa/Fa=0.081/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.081/135.524+9.383/148.927+0.0/148.927=0.064  1 OK 94 under
Design Member 119, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 119, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 119, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 119, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 119, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 119, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 119, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 119, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 119, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 119, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 119, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 119, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 119, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 119, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.726  148.927 OK 97 under
Compressive Bending Stress:
fb  Fb, 1.672  148.927 OK 99 under
Design Member 119, Wind 1, Major Shear
fv  Fv, 0.025  99.285 OK 100 under
Design Member 119, Wind 1, Major Deflection
  L/250, 0.038  2.0 mm OK 98 under
Design Member 119, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 119, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 119, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 119, Wind 1, Tension
On gross area ft  Ft, 0.01  148.927 OK 100 under
On net area ft  Ft, 0.01  199.948 OK 100 under
Design Member 119, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 119, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 119, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.01/148.927+3.726/148.927+0.0/148.927=0.025  1 OK 97 under
Design Member 119, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.672/148.927+0.0/148.927=0.011  1 OK 99 under
Design Member 119, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 120


Members: 160
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 120, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 120, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 120, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 120, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 120, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 120, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 120, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 120, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 120, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 120, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 120, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 120, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 120, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.477  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.752  148.927 OK 95 under
Design Member 120, Self Weight, Major Shear
fv  Fv, 0.283  99.285 OK 100 under
Design Member 120, Self Weight, Major Deflection
  L/250, 0.256  2.0 mm OK 87 under
Design Member 120, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Design Member 120, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 120, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 120, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 120, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 120, Self Weight, Compression
fa  Fa, 0.079  135.524 OK 100 under
Design Member 120, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.477/148.927+0.001/148.927=0.023  1 OK 98 under
Design Member 120, Self Weight, Bending + Compression
fa/Fa=0.079/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.079/135.524+7.752/148.927+0.001/148.927=0.053  1 OK 95 under
Design Member 120, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 120, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 120, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 120, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 120, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 120, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 120, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 120, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 120, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 120, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 120, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 120, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 120, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 120, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.078  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.381  148.927 OK 99 under
Design Member 120, Wind 1, Major Shear
fv  Fv, 0.097  99.285 OK 100 under
Design Member 120, Wind 1, Major Deflection
  L/250, 0.103  2.0 mm OK 95 under
Design Member 120, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 120, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 120, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 120, Wind 1, Tension
On gross area ft  Ft, 0.014  148.927 OK 100 under
On net area ft  Ft, 0.014  199.948 OK 100 under
Design Member 120, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 120, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 120, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.014/148.927+3.078/148.927+0.0/148.927=0.021  1 OK 98 under
Design Member 120, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.381/148.927+0.0/148.927=0.009  1 OK 99 under
Design Member 120, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 121


Members: 161
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 121, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 121, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 121, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 121, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 121, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 121, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 121, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 121, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 121, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 121, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 121, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 121, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 121, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 12.896  148.927 OK 91 under
Compressive Bending Stress:
fb  Fb, 5.785  148.927 OK 96 under
Design Member 121, Self Weight, Major Shear
fv  Fv, 0.536  99.285 OK 99 under
Design Member 121, Self Weight, Major Deflection
  L/250, 0.255  2.0 mm OK 87 under
Design Member 121, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.001  148.927 OK 100 under
Design Member 121, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 121, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 121, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 121, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 121, Self Weight, Compression
fa  Fa, 0.034  135.524 OK 100 under
Design Member 121, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+12.896/148.927+0.001/148.927=0.087  1 OK 91 under
Design Member 121, Self Weight, Bending + Compression
fa/Fa=0.034/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.034/135.524+5.785/148.927+0.001/148.927=0.039  1 OK 96 under
Design Member 121, Self Weight, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 121, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 121, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 121, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 121, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 121, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 121, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 121, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 121, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 121, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 121, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 121, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 121, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 121, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.329  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.192  148.927 OK 97 under
Design Member 121, Wind 1, Major Shear
fv  Fv, 0.203  99.285 OK 100 under
Design Member 121, Wind 1, Major Deflection
  L/250, 0.101  2.0 mm OK 95 under
Design Member 121, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 121, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 121, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 121, Wind 1, Tension
On gross area ft  Ft, 0.003  148.927 OK 100 under
On net area ft  Ft, 0.003  199.948 OK 100 under
Design Member 121, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 121, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 121, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.003/148.927+2.329/148.927+0.0/148.927=0.016  1 OK 98 under
Design Member 121, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+5.192/148.927+0.0/148.927=0.035  1 OK 97 under
Design Member 121, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 122


Members: 162
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 122, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 122, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 122, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 122, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 122, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 122, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 122, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 122, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 122, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 122, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 122, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 122, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 122, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 13.823  148.927 OK 91 under
Compressive Bending Stress:
fb  Fb, 6.2  148.927 OK 96 under
Design Member 122, Self Weight, Major Shear
fv  Fv, 0.512  99.285 OK 99 under
Design Member 122, Self Weight, Major Deflection
  L/250, 0.182  2.0 mm OK 91 under
Design Member 122, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.049  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.022  148.927 OK 100 under
Design Member 122, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 122, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 122, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 122, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 122, Self Weight, Compression
fa  Fa, 0.035  135.524 OK 100 under
Design Member 122, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+13.823/148.927+0.049/148.927=0.093  1 OK 91 under
Design Member 122, Self Weight, Bending + Compression
fa/Fa=0.035/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.035/135.524+6.2/148.927+0.022/148.927=0.042  1 OK 96 under
Design Member 122, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 122, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 122, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 122, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 122, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 122, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 122, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 122, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 122, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 122, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 122, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 122, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 122, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 122, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.193  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 4.888  148.927 OK 97 under
Design Member 122, Wind 1, Major Shear
fv  Fv, 0.181  99.285 OK 100 under
Design Member 122, Wind 1, Major Deflection
  L/250, 0.077  2.0 mm OK 96 under
Design Member 122, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.018  148.927 OK 100 under
Design Member 122, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 122, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 122, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 122, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 122, Wind 1, Compression
fa  Fa, 0.005  135.524 OK 100 under
Design Member 122, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.193/148.927+0.008/148.927=0.015  1 OK 99 under
Design Member 122, Wind 1, Bending + Compression
fa/Fa=0.005/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.005/135.524+4.888/148.927+0.018/148.927=0.033  1 OK 97 under
Design Member 122, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 123


Members: 163
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 123, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 123, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 123, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 123, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 123, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 123, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 123, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 123, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 123, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 123, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 123, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 123, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 123, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.57  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 5.729  148.927 OK 96 under
Design Member 123, Self Weight, Major Shear
fv  Fv, 0.267  99.285 OK 100 under
Design Member 123, Self Weight, Major Deflection
  L/250, 0.221  2.0 mm OK 89 under
Design Member 123, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.02  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.009  148.927 OK 100 under
Design Member 123, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 123, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 123, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 123, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 123, Self Weight, Compression
fa  Fa, 0.077  135.524 OK 100 under
Design Member 123, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.57/148.927+0.02/148.927=0.017  1 OK 98 under
Design Member 123, Self Weight, Bending + Compression
fa/Fa=0.077/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.077/135.524+5.729/148.927+0.009/148.927=0.039  1 OK 96 under
Design Member 123, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 123, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 123, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 123, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 123, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 123, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 123, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 123, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 123, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 123, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 123, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 123, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 123, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 123, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.372  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.064  148.927 OK 99 under
Design Member 123, Wind 1, Major Shear
fv  Fv, 0.083  99.285 OK 100 under
Design Member 123, Wind 1, Major Deflection
  L/250, 0.086  2.0 mm OK 96 under
Design Member 123, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.003  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.006  148.927 OK 100 under
Design Member 123, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 123, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 123, Wind 1, Tension
On gross area ft  Ft, 0.005  148.927 OK 100 under
On net area ft  Ft, 0.005  199.948 OK 100 under
Design Member 123, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 123, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 123, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.005/148.927+2.372/148.927+0.003/148.927=0.016  1 OK 98 under
Design Member 123, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.064/148.927+0.006/148.927=0.007  1 OK 99 under
Design Member 123, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 124


Members: 164
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 124, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 124, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 124, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 124, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 124, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 124, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 124, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 124, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 124, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 124, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 124, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 124, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 124, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.441  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.672  148.927 OK 95 under
Design Member 124, Self Weight, Major Shear
fv  Fv, 0.108  99.285 OK 100 under
Design Member 124, Self Weight, Major Deflection
  L/250, 0.099  2.0 mm OK 95 under
Design Member 124, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Design Member 124, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 124, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 124, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 124, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 124, Self Weight, Compression
fa  Fa, 0.075  135.524 OK 100 under
Design Member 124, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.441/148.927+0.015/148.927=0.023  1 OK 98 under
Design Member 124, Self Weight, Bending + Compression
fa/Fa=0.075/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.075/135.524+7.672/148.927+0.012/148.927=0.052  1 OK 95 under
Design Member 124, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 124, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 124, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 124, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 124, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 124, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 124, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 124, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 124, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 124, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 124, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 124, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 124, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 124, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.022  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.355  148.927 OK 99 under
Design Member 124, Wind 1, Major Shear
fv  Fv, 0.025  99.285 OK 100 under
Design Member 124, Wind 1, Major Deflection
  L/250, 0.036  2.0 mm OK 98 under
Design Member 124, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Design Member 124, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 124, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 124, Wind 1, Tension
On gross area ft  Ft, 0.005  148.927 OK 100 under
On net area ft  Ft, 0.005  199.948 OK 100 under
Design Member 124, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 124, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 124, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.005/148.927+3.022/148.927+0.008/148.927=0.02  1 OK 98 under
Design Member 124, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.355/148.927+0.008/148.927=0.009  1 OK 99 under
Design Member 124, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 125


Members: 165
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 125, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 125, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 125, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 125, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 125, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 125, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 125, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 125, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 125, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 125, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 125, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 125, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 125, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 3.439  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 7.665  148.927 OK 95 under
Design Member 125, Self Weight, Major Shear
fv  Fv, 0.082  99.285 OK 100 under
Design Member 125, Self Weight, Major Deflection
  L/250, 0.074  2.0 mm OK 96 under
Design Member 125, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.004  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.004  148.927 OK 100 under
Design Member 125, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 125, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 125, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 125, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 125, Self Weight, Compression
fa  Fa, 0.07  135.524 OK 100 under
Design Member 125, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+3.439/148.927+0.004/148.927=0.023  1 OK 98 under
Design Member 125, Self Weight, Bending + Compression
fa/Fa=0.07/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.07/135.524+7.665/148.927+0.004/148.927=0.052  1 OK 95 under
Design Member 125, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 125, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 125, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 125, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 125, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 125, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 125, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 125, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 125, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 125, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 125, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 125, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 125, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 125, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 3.02  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.355  148.927 OK 99 under
Design Member 125, Wind 1, Major Shear
fv  Fv, 0.019  99.285 OK 100 under
Design Member 125, Wind 1, Major Deflection
  L/250, 0.031  2.0 mm OK 98 under
Design Member 125, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Design Member 125, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 125, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 125, Wind 1, Tension
On gross area ft  Ft, 0.007  148.927 OK 100 under
On net area ft  Ft, 0.007  199.948 OK 100 under
Design Member 125, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 125, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 125, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.007/148.927+3.02/148.927+0.012/148.927=0.02  1 OK 98 under
Design Member 125, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.355/148.927+0.012/148.927=0.009  1 OK 99 under
Design Member 125, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 126


Members: 166
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 126, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 126, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 126, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 126, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 126, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 126, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 126, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 126, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 126, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 126, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 126, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 126, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 126, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 2.891  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 6.445  148.927 OK 96 under
Design Member 126, Self Weight, Major Shear
fv  Fv, 0.234  99.285 OK 100 under
Design Member 126, Self Weight, Major Deflection
  L/250, 0.213  2.0 mm OK 89 under
Design Member 126, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.005  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.002  148.927 OK 100 under
Design Member 126, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 126, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 126, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 126, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 126, Self Weight, Compression
fa  Fa, 0.067  135.524 OK 100 under
Design Member 126, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+2.891/148.927+0.005/148.927=0.019  1 OK 98 under
Design Member 126, Self Weight, Bending + Compression
fa/Fa=0.067/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.067/135.524+6.445/148.927+0.002/148.927=0.044  1 OK 96 under
Design Member 126, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 126, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 126, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 126, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 126, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 126, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 126, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 126, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 126, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 126, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 126, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 126, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 126, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 126, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 2.531  148.927 OK 98 under
Compressive Bending Stress:
fb  Fb, 1.136  148.927 OK 99 under
Design Member 126, Wind 1, Major Shear
fv  Fv, 0.076  99.285 OK 100 under
Design Member 126, Wind 1, Major Deflection
  L/250, 0.084  2.0 mm OK 96 under
Design Member 126, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Design Member 126, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 126, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 126, Wind 1, Tension
On gross area ft  Ft, 0.01  148.927 OK 100 under
On net area ft  Ft, 0.01  199.948 OK 100 under
Design Member 126, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 126, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 126, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.01/148.927+2.531/148.927+0.012/148.927=0.017  1 OK 98 under
Design Member 126, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+1.136/148.927+0.015/148.927=0.008  1 OK 99 under
Design Member 126, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 127


Members: 167
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 127, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 127, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 127, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 127, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 127, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 127, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 127, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 127, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 127, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 127, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 127, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 127, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 127, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 10.979  148.927 OK 93 under
Compressive Bending Stress:
fb  Fb, 4.925  148.927 OK 97 under
Design Member 127, Self Weight, Major Shear
fv  Fv, 0.469  99.285 OK 100 under
Design Member 127, Self Weight, Major Deflection
  L/250, 0.215  2.0 mm OK 89 under
Design Member 127, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.045  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.02  148.927 OK 100 under
Design Member 127, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 127, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 127, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 127, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 127, Self Weight, Compression
fa  Fa, 0.034  135.524 OK 100 under
Design Member 127, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+10.979/148.927+0.045/148.927=0.074  1 OK 93 under
Design Member 127, Self Weight, Bending + Compression
fa/Fa=0.034/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.034/135.524+4.925/148.927+0.02/148.927=0.033  1 OK 97 under
Design Member 127, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 127, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 127, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 127, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 127, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 127, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 127, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 127, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 127, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 127, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 127, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 127, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 127, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under
Load Case: Wind 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 127, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.933  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 4.308  148.927 OK 97 under
Design Member 127, Wind 1, Major Shear
fv  Fv, 0.172  99.285 OK 100 under
Design Member 127, Wind 1, Major Deflection
  L/250, 0.084  2.0 mm OK 96 under
Design Member 127, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.005  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Design Member 127, Wind 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 127, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 127, Wind 1, Tension
On gross area ft  Ft, 0.002  148.927 OK 100 under
On net area ft  Ft, 0.002  199.948 OK 100 under
Design Member 127, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 127, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 127, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.002/148.927+1.933/148.927+0.005/148.927=0.013  1 OK 99 under
Design Member 127, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+4.308/148.927+0.012/148.927=0.029  1 OK 97 under
Design Member 127, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 128


Members: 168
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 128, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 128, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 128, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 128, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 128, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 128, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 128, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 128, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 128, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 128, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 128, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 128, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 128, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 7.366  148.927 OK 95 under
Compressive Bending Stress:
fb  Fb, 3.304  148.927 OK 98 under
Design Member 128, Self Weight, Major Shear
fv  Fv, 0.299  99.285 OK 100 under
Design Member 128, Self Weight, Major Deflection
  L/250, 0.093  2.0 mm OK 95 under
Design Member 128, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.091  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.041  148.927 OK 100 under
Design Member 128, Self Weight, Minor Shear
fv  Fv, 0.004  99.285 OK 100 under
Design Member 128, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 128, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 128, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 128, Self Weight, Compression
fa  Fa, 0.042  135.524 OK 100 under
Design Member 128, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+7.366/148.927+0.091/148.927=0.05  1 OK 95 under
Design Member 128, Self Weight, Bending + Compression
fa/Fa=0.042/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.042/135.524+3.304/148.927+0.041/148.927=0.023  1 OK 98 under
Design Member 128, Self Weight, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under
Load Case: Load Case 3
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 128, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 128, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 128, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 128, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 128, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 128, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 128, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 128, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 128, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 128, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 128, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 128, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 128, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.0  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.228  148.927 OK 99 under
Design Member 128, Wind 1, Major Shear
fv  Fv, 0.085  99.285 OK 100 under
Design Member 128, Wind 1, Major Deflection
  L/250, 0.038  2.0 mm OK 98 under
Design Member 128, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.015  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.031  148.927 OK 100 under
Design Member 128, Wind 1, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 128, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 128, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 128, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 128, Wind 1, Compression
fa  Fa, 0.003  135.524 OK 100 under
Design Member 128, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.0/148.927+0.015/148.927=0.007  1 OK 99 under
Design Member 128, Wind 1, Bending + Compression
fa/Fa=0.003/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.003/135.524+2.228/148.927+0.031/148.927=0.015  1 OK 98 under
Design Member 128, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

Checking design member 129


Members: 169
Group: Angle
Section: L3x3x1/2
Load Case: Load Case 1
Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 129, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 129, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 129, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 129, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 129, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 129, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 129, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 129, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 129, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 129, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 129, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 129, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 129, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.212  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.702  148.927 OK 98 under
Design Member 129, Self Weight, Major Shear
fv  Fv, 0.134  99.285 OK 100 under
Design Member 129, Self Weight, Major Deflection
  L/250, 0.109  2.0 mm OK 95 under
Design Member 129, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.005  148.927 OK 100 under
Design Member 129, Self Weight, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 129, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 129, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 129, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 129, Self Weight, Compression
fa  Fa, 0.052  135.524 OK 100 under
Design Member 129, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.212/148.927+0.012/148.927=0.008  1 OK 99 under
Design Member 129, Self Weight, Bending + Compression
fa/Fa=0.052/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.052/135.524+2.702/148.927+0.005/148.927=0.019  1 OK 98 under
Design Member 129, Self Weight, Sway
  Y/300.0, 0.001  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 129, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 129, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 129, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 129, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 129, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 129, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 129, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 129, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 129, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 129, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 129, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 129, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 129, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.081  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.485  148.927 OK 100 under
Design Member 129, Wind 1, Major Shear
fv  Fv, 0.034  99.285 OK 100 under
Design Member 129, Wind 1, Major Deflection
  L/250, 0.04  2.0 mm OK 98 under
Design Member 129, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.014  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.019  148.927 OK 100 under
Design Member 129, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 129, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 129, Wind 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 129, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 129, Wind 1, Compression
fa  Fa, 0.002  135.524 OK 100 under
Design Member 129, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.081/148.927+0.014/148.927=0.007  1 OK 99 under
Design Member 129, Wind 1, Bending + Compression
fa/Fa=0.002/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.002/135.524+0.485/148.927+0.019/148.927=0.003  1 OK 100 under
Design Member 129, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 130


Members: 170
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 130, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 130, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 130, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 130, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 130, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 130, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 130, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 130, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 130, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 130, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 130, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 130, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 130, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.582  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.527  148.927 OK 98 under
Design Member 130, Self Weight, Major Shear
fv  Fv, 0.065  99.285 OK 100 under
Design Member 130, Self Weight, Major Deflection
  L/250, 0.048  2.0 mm OK 98 under
Design Member 130, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.011  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.016  148.927 OK 100 under
Design Member 130, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 130, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 130, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 130, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 130, Self Weight, Compression
fa  Fa, 0.072  135.524 OK 100 under
Design Member 130, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.582/148.927+0.011/148.927=0.011  1 OK 99 under
Design Member 130, Self Weight, Bending + Compression
fa/Fa=0.072/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.072/135.524+3.527/148.927+0.016/148.927=0.024  1 OK 98 under
Design Member 130, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 130, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 130, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 130, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 130, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 130, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 130, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 130, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 130, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 130, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 130, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 130, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 130, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 130, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.372  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.615  148.927 OK 100 under
Design Member 130, Wind 1, Major Shear
fv  Fv, 0.01  99.285 OK 100 under
Design Member 130, Wind 1, Major Deflection
  L/250, 0.017  2.0 mm OK 99 under
Design Member 130, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.021  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.02  148.927 OK 100 under
Design Member 130, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 130, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 130, Wind 1, Tension
On gross area ft  Ft, 0.005  148.927 OK 100 under
On net area ft  Ft, 0.005  199.948 OK 100 under
Design Member 130, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 130, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 130, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.005/148.927+1.372/148.927+0.021/148.927=0.009  1 OK 99 under
Design Member 130, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.615/148.927+0.02/148.927=0.004  1 OK 100 under
Design Member 130, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 131


Members: 171
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 131, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 131, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 131, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 131, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 131, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 131, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 131, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 131, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 131, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 131, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 131, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 131, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 131, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.617  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.606  148.927 OK 98 under
Design Member 131, Self Weight, Major Shear
fv  Fv, 0.049  99.285 OK 100 under
Design Member 131, Self Weight, Major Deflection
  L/250, 0.035  2.0 mm OK 98 under
Design Member 131, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.012  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.019  148.927 OK 100 under
Design Member 131, Self Weight, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 131, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 131, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 131, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 131, Self Weight, Compression
fa  Fa, 0.072  135.524 OK 100 under
Design Member 131, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.617/148.927+0.012/148.927=0.011  1 OK 99 under
Design Member 131, Self Weight, Bending + Compression
fa/Fa=0.072/135.524=0.001  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.072/135.524+3.606/148.927+0.019/148.927=0.025  1 OK 98 under
Design Member 131, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 131, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 131, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 131, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 131, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 131, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 131, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 131, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 131, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 131, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 131, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 131, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 131, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 131, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.371  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.615  148.927 OK 100 under
Design Member 131, Wind 1, Major Shear
fv  Fv, 0.007  99.285 OK 100 under
Design Member 131, Wind 1, Major Deflection
  L/250, 0.014  2.0 mm OK 99 under
Design Member 131, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.025  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.024  148.927 OK 100 under
Design Member 131, Wind 1, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 131, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 131, Wind 1, Tension
On gross area ft  Ft, 0.008  148.927 OK 100 under
On net area ft  Ft, 0.008  199.948 OK 100 under
Design Member 131, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 131, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 131, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.008/148.927+1.371/148.927+0.025/148.927=0.009  1 OK 99 under
Design Member 131, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.615/148.927+0.024/148.927=0.004  1 OK 100 under
Design Member 131, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 132


Members: 172
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 132, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 132, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 132, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 132, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 132, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 132, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 132, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 132, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 132, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 132, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 132, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 132, Load Case 1, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 132, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 1.4  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 3.121  148.927 OK 98 under
Design Member 132, Self Weight, Major Shear
fv  Fv, 0.12  99.285 OK 100 under
Design Member 132, Self Weight, Major Deflection
  L/250, 0.105  2.0 mm OK 95 under
Design Member 132, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.028  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.019  148.927 OK 100 under
Design Member 132, Self Weight, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 132, Self Weight, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 132, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 132, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 132, Self Weight, Compression
fa  Fa, 0.049  135.524 OK 100 under
Design Member 132, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+1.4/148.927+0.028/148.927=0.01  1 OK 99 under
Design Member 132, Self Weight, Bending + Compression
fa/Fa=0.049/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.049/135.524+3.121/148.927+0.019/148.927=0.021  1 OK 98 under
Design Member 132, Self Weight, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 132, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 132, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 132, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 132, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 132, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 132, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 132, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 132, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 132, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 132, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 132, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 132, Load Case 3, Sway
  Y/300.0, 0.0  1500.252/300.0=5.001 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 132, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 1.185  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 0.532  148.927 OK 100 under
Design Member 132, Wind 1, Major Shear
fv  Fv, 0.031  99.285 OK 100 under
Design Member 132, Wind 1, Major Deflection
  L/250, 0.039  2.0 mm OK 98 under
Design Member 132, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.022  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.025  148.927 OK 100 under
Design Member 132, Wind 1, Minor Shear
fv  Fv, 0.002  99.285 OK 100 under
Design Member 132, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 132, Wind 1, Tension
On gross area ft  Ft, 0.005  148.927 OK 100 under
On net area ft  Ft, 0.005  199.948 OK 100 under
Design Member 132, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 132, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 132, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.005/148.927+1.185/148.927+0.022/148.927=0.008  1 OK 99 under
Design Member 132, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.532/148.927+0.025/148.927=0.004  1 OK 100 under
Design Member 132, Wind 1, Sway
  Y/300.0, 0.002  1500.252/300.0=5.001 mm OK 100 under

Checking design member 133


Members: 173
Group: Angle
Section: L3x3x1/2

Load Case: Load Case 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 133, Load Case 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 133, Load Case 1, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 133, Load Case 1, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 133, Load Case 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 133, Load Case 1, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 133, Load Case 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 133, Load Case 1, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 133, Load Case 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 133, Load Case 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 133, Load Case 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 133, Load Case 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 133, Load Case 1, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Self Weight


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 133, Self Weight, Major Bending
Tensile Bending Stress:
fb  Fb, 5.85  148.927 OK 96 under
Compressive Bending Stress:
fb  Fb, 2.624  148.927 OK 98 under
Design Member 133, Self Weight, Major Shear
fv  Fv, 0.274  99.285 OK 100 under
Design Member 133, Self Weight, Major Deflection
  L/250, 0.11  2.0 mm OK 94 under
Design Member 133, Self Weight, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.085  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.042  148.927 OK 100 under
Design Member 133, Self Weight, Minor Shear
fv  Fv, 0.005  99.285 OK 100 under
Design Member 133, Self Weight, Minor Deflection
  L/250, 0.001  2.0 mm OK 100 under
Design Member 133, Self Weight, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 133, Self Weight, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 133, Self Weight, Compression
fa  Fa, 0.043  135.524 OK 100 under
Design Member 133, Self Weight, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+5.85/148.927+0.085/148.927=0.04  1 OK 96 under
Design Member 133, Self Weight, Bending + Compression
fa/Fa=0.043/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.043/135.524+2.624/148.927+0.042/148.927=0.018  1 OK 98 under
Design Member 133, Self Weight, Sway
  Y/300.0, 0.001  1500.505/300.0=5.002 mm OK 100 under

Load Case: Load Case 3


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 133, Load Case 3, Major Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 133, Load Case 3, Major Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 133, Load Case 3, Major Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 133, Load Case 3, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.0  148.927 OK 100 under
Design Member 133, Load Case 3, Minor Shear
fv  Fv, 0.0  99.285 OK 100 under
Design Member 133, Load Case 3, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 133, Load Case 3, Tension
On gross area ft  Ft, 0.0  148.927 OK 100 under
On net area ft  Ft, 0.0  199.948 OK 100 under
Design Member 133, Load Case 3, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  200.0 OK 83 under
Design Member 133, Load Case 3, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 133, Load Case 3, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.0/199.948+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 133, Load Case 3, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+0.0/148.927+0.0/148.927=0.0  1 OK 100 under
Design Member 133, Load Case 3, Sway
  Y/300.0, 0.0  1500.505/300.0=5.002 mm OK 100 under

Load Case: Wind 1


Fy=248.211 MPa
On gross area Ft=0.6Fy=0.6248.211=148.927 MPa
On net area Ft=0.5Fu=0.5399.896=199.948 MPa
h/t =50.8/12.7=4.0  380/(Fy)=380/(248.211)=63.333
Fv=0.4Fy=0.4248.211=99.285 MPa
Cc=(22E/Fy)=(22199948.141/248.211)=126.099
KzLz/rz = 1.0500.0/14.732 = 33.94
FS=5/3+3(KL/r)/(8Cc)-(KL/r)3/(8Cc3)=5/3+333.94/(8126.099)-33.943/(8126.0993)=1.765
Fa=(1-(KL/r)2/(2Cc2))Fy/FS=(1-33.942/(2126.0992))248.211/1.765=135.524 MPa
Major Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Minor Axis:
Fb=0.6Fy=0.6248.211=148.927 MPa
Design Member 133, Wind 1, Major Bending
Tensile Bending Stress:
fb  Fb, 0.897  148.927 OK 99 under
Compressive Bending Stress:
fb  Fb, 2.0  148.927 OK 99 under
Design Member 133, Wind 1, Major Shear
fv  Fv, 0.084  99.285 OK 100 under
Design Member 133, Wind 1, Major Deflection
  L/250, 0.041  2.0 mm OK 98 under
Design Member 133, Wind 1, Minor Bending
Tensile Bending Stress:
fb  Fb, 0.008  148.927 OK 100 under
Compressive Bending Stress:
fb  Fb, 0.018  148.927 OK 100 under
Design Member 133, Wind 1, Minor Shear
fv  Fv, 0.001  99.285 OK 100 under
Design Member 133, Wind 1, Minor Deflection
  L/250, 0.0  2.0 mm OK 100 under
Design Member 133, Wind 1, Tension
On gross area ft  Ft, 0.002  148.927 OK 100 under
On net area ft  Ft, 0.002  199.948 OK 100 under
Design Member 133, Wind 1, Slenderness
KzLz/rz = 1.0500.0/14.732 = 33.94  300.0 OK 89 under
Design Member 133, Wind 1, Compression
fa  Fa, 0.0  135.524 OK 100 under
Design Member 133, Wind 1, Bending + Tension
fa/Ft+fbx/Fbx+fby/Fby=0.002/148.927+0.897/148.927+0.008/148.927=0.006  1 OK 99 under
Design Member 133, Wind 1, Bending + Compression
fa/Fa=0.0/135.524=0.0  0.15 
fa/Fa+fbx/Fbx+fby/Fby=0.0/135.524+2.0/148.927+0.018/148.927=0.014  1 OK 99 under
Design Member 133, Wind 1, Sway
  Y/300.0, 0.002  1500.505/300.0=5.002 mm OK 100 under

End of check of D:\B. HOC TAP\2. Multiframe Connect


Edition\BT_02.mfd to ASD code

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