Axial Forces

6#10 screws per joint, for the red marked nodes on these members,
3 on each side keeping the minimum edge distance and minimum
end to end distance as per AISI-S100 16, J3.1 & 3.2

4#10 screws per joint, for the blue

marked nodes on these members, 2
on each side keeping the minimum
edge distance and minimum end to
end distance as per AISI-S100 16,
J3.1 & 3.2
 Truss-A_ Code: AISI 2016-LRFD
Page: 1
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 1

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 1 2
1 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.02

0.01

Max. AXIAL Force = 0.15 (tens.) Max. SHEAR Force = 0.07

DESIGN EQUATION FACTORS VALUES RESUL

T
M3 Moment Mu Se = 1.34 Mu = 0.02
(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.06
b*Mn b = 0.90

Axial Tu Tu = 0.15
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.00
Area Red.= 1.00 Fy = 365.33
 Truss-A_ Code: AISI 2016-LRFD
Page: 2
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 1

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.20 Mu = 0.02
Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 11.00 0.07
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.02 and -0.01

Combined Mux Muy Tu Mux = 0.00

Stresses + + < 1.00 Mnxt= 0.03
(tension) b*Mnxt b*Mnyt tTn Muy = 0.02
(C5.1.2-1) Mnyt= 1.11

Combined Mux Muy Mux = 0.00

Stresses + < 1.00 Mnx = 2.15 0.07
b*Mnx b*Mny Muy = 0.02
(C5.2.2-3) Mny = 0.42
at: top flange - right
at L = 0.00

Detailed Results Table for Beam 2

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 2 3
2 s.c. at +x2,+x3
1.13

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram

0.01 0.01

0.02
 Truss-A_ Code: AISI 2016-LRFD
Page: 3
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 2

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.

Max. AXIAL Force = 11.18 (tens.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
M3 Moment Mu Se = 1.46 Mu = 0.02
(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.52 0.03
b*Mn b = 0.90

Deflection defl. Ixe = 27.13

< 1.00 Iye = 4.42 defl = 0.08
L / 325 0.00027

Axial Tu Tu = 11.18
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.17
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.20 Mu = 0.02

Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 1.13 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 47.44 0.02
t = 248.4 My = 0.54
e = 346.0
y e = 2134.6
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 1.13
at: top flange - left
Segment End Moments: -0.01 and -0.01

Combined Mux Muy Tu Mux = 0.00

Stresses + - < 1.00
Mnx = 2.15 0.22
(tension) b*Mnx b*Mny tTn Muy = 0.02
(C5.1.2-2) Mny = 0.42
( -0.18 + 0.00 + -0.04 )
Critical Segment from 0.00 to 1.13
at: top flange - right

Detailed Results Table for Beam 3

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 3 4
3 s.c. at +x2,+x3
1.13

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced
 Truss-A_ Code: AISI 2016-LRFD
Page: 4
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 3

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram

0.01
0.02
0.02

Max. AXIAL Force = 17.84 (tens.) Max. SHEAR Force = 0.02

DESIGN EQUATION FACTORS VALUES RESUL

T
M3 Moment Mu Se = 1.46 Mu = 0.02
(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.52 0.04
b*Mn b = 0.90

Deflection defl. Ixe = 27.13

< 1.00 Iye = 4.42 defl = 0.09
L / 325 0.00033

Axial Tu Tu = 17.84
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.27
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.20 Mu = 0.02

Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 1.13 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 54.86 0.03
t = 248.4 My = 0.54
e = 346.0
y e = 2134.6
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 1.13
at: top flange - left
Segment End Moments: -0.01 and -0.02

Combined Mux Muy Tu Mux = 0.00

Stresses + - < 1.00
Mnx = 2.15 0.33
(tension) b*Mnx b*Mny tTn Muy = 0.02
(C5.1.2-2) Mny = 0.42
( -0.28 + 0.00 + -0.05 )
Critical Segment from 0.00 to 1.13
at: top flange - right
 Truss-A_ Code: AISI 2016-LRFD
Page: 5
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 4

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 4 5
4 s.c. at +x2,+x3
1.13

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram

0.02 0.02

0.02

Max. AXIAL Force = 20.06 (tens.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
M3 Moment Mu Se = 1.46 Mu = 0.02
(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.52 0.05
b*Mn b = 0.90

Deflection defl. Ixe = 27.13

< 1.00 Iye = 4.42 defl = 0.11
L / 325 0.00038

Axial Tu Tu = 20.06
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.30
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.20 Mu = 0.02

Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 1.13 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 47.44 0.03
t = 248.4 My = 0.54
e = 346.0
y e = 2134.6
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 1.13
at: top flange - left
Segment End Moments: -0.02 and -0.02
 Truss-A_ Code: AISI 2016-LRFD
Page: 6
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 4

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Combined Mux Muy Tu Mux = 0.00
Stresses + - < 1.00 Mnx = 2.15 0.37
(tension) b*Mnx b*Mny tTn Muy = 0.02
(C5.1.2-2) Mny = 0.42
( -0.32 + 0.00 + -0.06 )
Critical Segment from 0.00 to 1.13
at: top flange - right

Detailed Results Table for Beam 5

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 5 6
5 s.c. at +x2,+x3
1.13

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram

0.01
0.02
0.02

Max. AXIAL Force = 17.84 (tens.) Max. SHEAR Force = 0.02

DESIGN EQUATION FACTORS VALUES RESUL

T
M3 Moment Mu Se = 1.46 Mu = 0.02
(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.52 0.04
b*Mn b = 0.90

Deflection defl. Ixe = 27.13

< 1.00 Iye = 4.42 defl = 0.09
L / 325 0.00033
 Truss-A_ Code: AISI 2016-LRFD
Page: 7
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 5

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Axial Tu Tu = 17.84
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.27
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.20 Mu = 0.02

Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 1.13 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 54.86 0.03
t = 248.4 My = 0.54
e = 346.0
y e = 2134.6
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 1.13
at: top flange - left
Segment End Moments: -0.02 and -0.01

Combined Mux Muy Tu Mux = 0.00

Stresses + - < 1.00 Mnx = 2.15 0.33
(tension) b*Mnx b*Mny tTn Muy = 0.02
(C5.1.2-2) Mny = 0.42
( -0.28 + 0.00 + -0.05 )
Critical Segment from 0.00 to 1.13
at: top flange - right

Detailed Results Table for Beam 6

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 6 7
6 s.c. at +x2,+x3
1.13

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram

0.01 0.01

0.02
 Truss-A_ Code: AISI 2016-LRFD
Page: 8
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 6

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.

Max. AXIAL Force = 11.18 (tens.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
M3 Moment Mu Se = 1.46 Mu = 0.02
(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.52 0.03
b*Mn b = 0.90

Deflection defl. Ixe = 27.13

< 1.00 Iye = 4.42 defl = 0.08
L / 325 0.00027

Axial Tu Tu = 11.18
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.17
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.20 Mu = 0.02

Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 1.13 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 47.44 0.02
t = 248.4 My = 0.54
e = 346.0
y e = 2134.6
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 1.13
at: top flange - left
Segment End Moments: -0.01 and -0.01

Combined Mux Muy Tu Mux = 0.00

Stresses + - < 1.00
Mnx = 2.15 0.22
(tension) b*Mnx b*Mny tTn Muy = 0.02
(C5.1.2-2) Mny = 0.42
( -0.18 + 0.00 + -0.04 )
Critical Segment from 0.00 to 1.13
at: top flange - right

Detailed Results Table for Beam 7

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 7 8
7 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced
 Truss-A_ Code: AISI 2016-LRFD
Page: 9
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 7

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.02

0.01

Max. AXIAL Force = 0.15 (tens.) Max. SHEAR Force = 0.07

DESIGN EQUATION FACTORS VALUES RESUL

T
M3 Moment Mu Se = 1.34 Mu = 0.02
(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.06
b*Mn b = 0.90

Axial Tu Tu = 0.15
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.00
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.20 Mu = 0.02

Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 11.00 0.07
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: -0.01 and 0.02

Combined Mux Muy Tu Mux = 0.00

Stresses + + < 1.00 Mnxt= 0.03
(tension) b*Mnxt b*Mnyt tTn Muy = 0.02
(C5.1.2-1) Mnyt= 1.11

Combined Mux Muy Mux = 0.00

Stresses + < 1.00 Mnx = 2.15 0.07
b*Mnx b*Mny Muy = 0.02
(C5.2.2-3) Mny = 0.42
at: top flange - right
at L = 0.00
 Truss-A_ Code: AISI 2016-LRFD
Page: 10
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 8

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 9 10
8 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.04
-0.03

0.02

Max. AXIAL Force = -6.18 (compr.) Max. SHEAR Force = 0.44

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.44
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.04

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.10
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.04
and Shear ( )+ ( ) < 1.00 Vu = 0.44 0.10
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.13

< 1.00 Iye = 4.39 defl = 0.04
L / 325 0.00006

Axial Pu (kL/r)x =15 Pu = 6.18

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.18
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.95
 Truss-A_ Code: AISI 2016-LRFD
Page: 11
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 8

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.20 Mu = 0.04
Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.85 0.11
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.04 and 0.03

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.04 0.29
(compress.) c*Pn b*Mnx*x x = 1.00 Mnx = 2.15
y = 0.98 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.18 + 0.00 + 0.11 )
Critical Segment from 0.00 to 0.57
at: top flange - right

Detailed Results Table for Beam 9

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 10 11
9 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.03 -0.03

0.03
 Truss-A_ Code: AISI 2016-LRFD
Page: 12
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 9

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Max. AXIAL Force = -6.18 (compr.) Max. SHEAR Force = 0.43

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.43
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.03

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.07
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.03
and Shear ( )+ ( ) < 1.00 Vu = 0.43 0.08
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.13

< 1.00 Iye = 4.42 defl = 0.05
L / 325 0.00009

Axial Pu (kL/r)x =15 Pu = 6.18

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.18
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.95

Lateral Sc = 1.20 Mu = 0.03

Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.55 0.08
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.03 and 0.03

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.03 0.26
(compress.) c*Pn b*Mnx*x x = 1.00 Mnx = 2.15
y = 0.98 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.18 + 0.00 + 0.09 )
Critical Segment from 0.00 to 0.57
at: top flange - right
 Truss-A_ Code: AISI 2016-LRFD
Page: 13
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 10

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 11 12
10 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.03
-0.02

0.03

Max. AXIAL Force = -15.07 (compr.) Max. SHEAR Force = 0.44

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.44
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.03

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.08
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.03
and Shear ( )+ ( ) < 1.00 Vu = 0.44 0.09
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.12

< 1.00 Iye = 4.14 defl = 0.07
L / 325 0.00012

Axial Pu (kL/r)x =15 Pu = 15.07

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.44
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.96
 Truss-A_ Code: AISI 2016-LRFD
Page: 14
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 10

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.20 Mu = 0.03
Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.43 0.08
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.03 and 0.02

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.03 0.52
(compress.) c*Pn b*Mnx*x x = 0.99 Mnx = 2.15
y = 0.95 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.44 + 0.00 + 0.08 )
Critical Segment from 0.00 to 0.57
at: top flange - right

Detailed Results Table for Beam 11

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 12 13
11 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.02 -0.02

0.04
 Truss-A_ Code: AISI 2016-LRFD
Page: 15
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 11

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Max. AXIAL Force = -15.07 (compr.) Max. SHEAR Force = 0.43

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.43
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.04

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.09
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.04
and Shear ( )+ ( ) < 1.00 Vu = 0.43 0.09
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.12

< 1.00 Iye = 4.13 defl = 0.08
L / 325 0.00013

Axial Pu (kL/r)x =15 Pu = 15.07

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.44
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.95

Lateral Sc = 1.20 Mu = 0.02

Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.43 0.06
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.02 and 0.02

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.02 0.50
(compress.) c*Pn b*Mnx*x x = 0.99 Mnx = 2.15
y = 0.95 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.44 + 0.00 + 0.06 )
Critical Segment from 0.00 to 0.57
at: top flange - right
 Truss-A_ Code: AISI 2016-LRFD
Page: 16
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 12

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 13 14
12 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.02 -0.02

0.04

Max. AXIAL Force = -19.51 (compr.) Max. SHEAR Force = 0.44

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.44
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.04

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.09
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.04
and Shear ( )+ ( ) < 1.00 Vu = 0.44 0.10
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.09

< 1.00 Iye = 4.01 defl = 0.08
L / 325 0.00015

Axial Pu (kL/r)x =15 Pu = 19.51

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.57
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.95
 Truss-A_ Code: AISI 2016-LRFD
Page: 17
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 12

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.20 Mu = 0.02
Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.43 0.06
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.02 and 0.02

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.02 0.63
(compress.) c*Pn b*Mnx*x x = 0.99 Mnx = 2.15
y = 0.93 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.57 + 0.00 + 0.07 )
Critical Segment from 0.00 to 0.57
at: top flange - right

Detailed Results Table for Beam 13

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 14 15
13 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.02 -0.02

0.04
 Truss-A_ Code: AISI 2016-LRFD
Page: 18
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 13

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Max. AXIAL Force = -19.51 (compr.) Max. SHEAR Force = 0.43

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.43
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.04

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.10
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.04
and Shear ( )+ ( ) < 1.00 Vu = 0.43 0.10
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.09

< 1.00 Iye = 4.01 defl = 0.09
L / 325 0.00015

Axial Pu (kL/r)x =15 Pu = 19.51

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.57
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.95

Lateral Sc = 1.20 Mu = 0.02

Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.43 0.06
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.02 and 0.02

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.02 0.63
(compress.) c*Pn b*Mnx*x x = 0.99 Mnx = 2.15
y = 0.93 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.57 + 0.00 + 0.06 )
Critical Segment from 0.00 to 0.57
at: top flange - right
 Truss-A_ Code: AISI 2016-LRFD
Page: 19
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 14

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 15 16
14 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.02 -0.02

0.04

Max. AXIAL Force = -19.51 (compr.) Max. SHEAR Force = 0.43

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.43
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.04

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.10
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.04
and Shear ( )+ ( ) < 1.00 Vu = 0.43 0.10
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.09

< 1.00 Iye = 4.01 defl = 0.09
L / 325 0.00015

Axial Pu (kL/r)x =15 Pu = 19.51

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.57
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.95
 Truss-A_ Code: AISI 2016-LRFD
Page: 20
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 14

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.20 Mu = 0.02
Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.43 0.06
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.02 and 0.02

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.02 0.63
(compress.) c*Pn b*Mnx*x x = 0.99 Mnx = 2.15
y = 0.93 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.57 + 0.00 + 0.06 )
Critical Segment from 0.00 to 0.57
at: top flange - right

Detailed Results Table for Beam 15

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 16 17
15 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.02 -0.02

0.04
 Truss-A_ Code: AISI 2016-LRFD
Page: 21
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 15

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Max. AXIAL Force = -19.51 (compr.) Max. SHEAR Force = 0.44

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.44
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.04

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.09
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.04
and Shear ( )+ ( ) < 1.00 Vu = 0.44 0.10
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.09

< 1.00 Iye = 4.01 defl = 0.08
L / 325 0.00015

Axial Pu (kL/r)x =15 Pu = 19.51

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.57
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.96

Lateral Sc = 1.20 Mu = 0.02

Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.43 0.06
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.02 and 0.02

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.02 0.63
(compress.) c*Pn b*Mnx*x x = 0.99 Mnx = 2.15
y = 0.93 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.57 + 0.00 + 0.07 )
Critical Segment from 0.00 to 0.57
at: top flange - right
 Truss-A_ Code: AISI 2016-LRFD
Page: 22
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 16

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 17 18
16 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.02 -0.02

0.04

Max. AXIAL Force = -15.07 (compr.) Max. SHEAR Force = 0.43

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.43
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.04

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.09
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.04
and Shear ( )+ ( ) < 1.00 Vu = 0.43 0.09
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.12

< 1.00 Iye = 4.13 defl = 0.08
L / 325 0.00013

Axial Pu (kL/r)x =15 Pu = 15.07

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.44
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.95
 Truss-A_ Code: AISI 2016-LRFD
Page: 23
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 16

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.20 Mu = 0.02
Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.43 0.06
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.02 and 0.02

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.02 0.50
(compress.) c*Pn b*Mnx*x x = 0.99 Mnx = 2.15
y = 0.95 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.44 + 0.00 + 0.06 )
Critical Segment from 0.00 to 0.57
at: top flange - right

Detailed Results Table for Beam 17

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 18 19
17 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.03
-0.02

0.03
 Truss-A_ Code: AISI 2016-LRFD
Page: 24
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 17

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Max. AXIAL Force = -15.07 (compr.) Max. SHEAR Force = 0.44

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.44
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.03

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.08
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.03
and Shear ( )+ ( ) < 1.00 Vu = 0.44 0.09
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.12

< 1.00 Iye = 4.14 defl = 0.07
L / 325 0.00012

Axial Pu (kL/r)x =15 Pu = 15.07

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.44
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.95

Lateral Sc = 1.20 Mu = 0.03

Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.43 0.08
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.02 and 0.03

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.03 0.52
(compress.) c*Pn b*Mnx*x x = 0.99 Mnx = 2.15
y = 0.95 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.44 + 0.00 + 0.08 )
Critical Segment from 0.00 to 0.57
at: top flange - right
 Truss-A_ Code: AISI 2016-LRFD
Page: 25
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 18

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 19 20
18 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.03 -0.03

0.03

Max. AXIAL Force = -6.18 (compr.) Max. SHEAR Force = 0.43

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.43
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.03

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.07
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.03
and Shear ( )+ ( ) < 1.00 Vu = 0.43 0.08
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.13

< 1.00 Iye = 4.42 defl = 0.05
L / 325 0.00009

Axial Pu (kL/r)x =15 Pu = 6.18

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.18
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.95
 Truss-A_ Code: AISI 2016-LRFD
Page: 26
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 18

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.20 Mu = 0.03
Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.55 0.08
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.03 and 0.03

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.03 0.26
(compress.) c*Pn b*Mnx*x x = 1.00 Mnx = 2.15
y = 0.98 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.18 + 0.00 + 0.09 )
Critical Segment from 0.00 to 0.57
at: top flange - right

Detailed Results Table for Beam 19

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 20 21
19 s.c. at +x2,+x3
0.57

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.04
-0.03

0.02
 Truss-A_ Code: AISI 2016-LRFD
Page: 27
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 19

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Max. AXIAL Force = -6.18 (compr.) Max. SHEAR Force = 0.44

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.44
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.03

M3 Moment Mu Se = 1.34 Mu = 0.04

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.10
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.04
and Shear ( )+ ( ) < 1.00 Vu = 0.44 0.10
(C3.3.2-1) (b*Mn ) (v*Vn )

Deflection defl. Ixe = 27.13

< 1.00 Iye = 4.39 defl = 0.04
L / 325 0.00006

Axial Pu (kL/r)x =15 Pu = 6.18

Force < 1.00 (kL/r)y =38 A = 2.01
c*Pn c = 0.85 Pn = 40.50 0.18
c = 0.62 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.35
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 916.96

Lateral Sc = 1.20 Mu = 0.04

Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.57 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.85 0.11
t = 956.3 My = 0.54
e = 1420.6
y e = 9116.9
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.57
at: top flange - right
Segment End Moments: 0.03 and 0.04

Combined Pu Cmx*Mux Cmx = 0.85 Mux = 0.00

Stresses + Cmy = 0.85 Muy = 0.04 0.29
(compress.) c*Pn b*Mnx*x x = 1.00 Mnx = 2.15
y = 0.98 Mny = 0.42
(C5.2.2-1) Cmy*Muy
+ < 1.00
b*Mny*y
( 0.18 + 0.00 + 0.11 )
Critical Segment from 0.00 to 0.57
at: top flange - right
 Truss-A_ Code: AISI 2016-LRFD
Page: 28
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 20

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 1 9
20 s.c. at +x2,+x3
0.45

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.04

0.02

Max. AXIAL Force = -5.24 (compr.) Max. SHEAR Force = 0.15

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.15
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.01

M3 Moment Mu Se = 1.34 Mu = 0.04

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.10
b*Mn b = 0.90

M3 Moment ( Mu )² ( Vu )² Mu = 0.04
and Shear ( )+ ( ) < 1.00 Vu = 0.15 0.10
(C3.3.2-1) (b*Mn ) (v*Vn )

Axial Pu (kL/r)x =12 Pu = 5.24

Force < 1.00 (kL/r)y =30 A = 2.01
c*Pn c = 0.85 Pn = 41.94 0.15
c = 0.49 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.32
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 1450.47
 Truss-A_ Code: AISI 2016-LRFD
Page: 29
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 20

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.20 Mu = 0.04
Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.45 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 19.82 0.11
t = 1513.6 My = 0.54
e = 2279.2
y e = 14245.2
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.45
at: top flange - right
Segment End Moments: -0.02 and 0.04

Combined Pu Mux Muy Mux = 0.00

Stresses + + < 1.00
Mnx = 2.15 0.25
(compress.) c*Pn b*Mnx b*Mny Muy = 0.04
(C5.2.2-3) Mny = 0.42
( 0.15 + 0.00 + 0.11 )
Critical Segment from 0.00 to 0.45
at: top flange - right

Detailed Results Table for Beam 21

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 2 10
21 s.c. at +x2,+x3
0.45

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -0.85 (compr.) Max. SHEAR Force = 0.00

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =12 Pu = 0.85
Force < 1.00 (kL/r)y =30 A = 2.01
c*Pn c = 0.85 Pn = 41.94 0.02
c = 0.49 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.32
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 1450.47
 Truss-A_ Code: AISI 2016-LRFD
Page: 30
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 22

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 3 12
22 s.c. at +x2,+x3
0.45

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -0.85 (compr.) Max. SHEAR Force = 0.00

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =12 Pu = 0.85
Force < 1.00 (kL/r)y =30 A = 2.01
c*Pn c = 0.85 Pn = 41.94 0.02
c = 0.49 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.32
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 1450.47

Detailed Results Table for Beam 23

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 4 14
23 s.c. at +x2,+x3
0.45

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -0.85 (compr.) Max. SHEAR Force = 0.00

 Truss-A_ Code: AISI 2016-LRFD
Page: 31
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 23

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =12 Pu = 0.85
Force < 1.00 (kL/r)y =30 A = 2.01
c*Pn c = 0.85 Pn = 41.94 0.02
c = 0.49 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.32
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 1450.47

Detailed Results Table for Beam 24

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 5 16
24 s.c. at +x2,+x3
0.45

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -0.85 (compr.) Max. SHEAR Force = 0.00

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =12 Pu = 0.85
Force < 1.00 (kL/r)y =30 A = 2.01
c*Pn c = 0.85 Pn = 41.94 0.02
c = 0.49 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.32
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 1450.47
 Truss-A_ Code: AISI 2016-LRFD
Page: 32
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 25

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 6 18
25 s.c. at +x2,+x3
0.45

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -0.85 (compr.) Max. SHEAR Force = 0.00

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =12 Pu = 0.85
Force < 1.00 (kL/r)y =30 A = 2.01
c*Pn c = 0.85 Pn = 41.94 0.02
c = 0.49 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.32
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 1450.47

Detailed Results Table for Beam 26

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 7 20
26 s.c. at +x2,+x3
0.45

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -0.85 (compr.) Max. SHEAR Force = 0.00

 Truss-A_ Code: AISI 2016-LRFD
Page: 33
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 26

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =12 Pu = 0.85
Force < 1.00 (kL/r)y =30 A = 2.01
c*Pn c = 0.85 Pn = 41.94 0.02
c = 0.49 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.32
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 1450.47

Detailed Results Table for Beam 27

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 8 21
27 s.c. at +x2,+x3
0.45

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

M3 Moment Diagram
-0.02

0.04

Max. AXIAL Force = -5.24 (compr.) Max. SHEAR Force = 0.15

DESIGN EQUATION FACTORS VALUES RESUL

T
V2 Shear Vu/(v*Vn)< 1.00 v = 0.95 Vu = 0.15
(C3.2.1-2) Vn=0.60*Fy*h*t h*t = 0.78 Vn = 16.55 0.01

M3 Moment Mu Se = 1.34 Mu = 0.04

(C3.1.1-1) < 1.00 Fy = 352.27 Mn = 0.47 0.10
b*Mn b = 0.90
 Truss-A_ Code: AISI 2016-LRFD
Page: 34
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 27

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
M3 Moment ( Mu )² ( Vu )² Mu = 0.04
and Shear ( )+ ( ) < 1.00 Vu = 0.15 0.10
(C3.3.2-1) (b*Mn ) (v*Vn )

Axial Pu (kL/r)x =12 Pu = 5.24

Force < 1.00 (kL/r)y =30 A = 2.01
c*Pn c = 0.85 Pn = 41.94 0.15
c = 0.49 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.32
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 1450.47

Lateral Sc = 1.20 Mu = 0.02

Torsional Mu Sf = 1.55 Mn = 0.42
Buckling < 1.00 Le = 0.45 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 19.82 0.07
t = 1513.6 My = 0.54
e = 2279.2
y e = 14245.2
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.45
at: top flange - right
Segment End Moments: 0.02 and -0.04

Combined Pu Mux Muy Mux = 0.00

Stresses + + < 1.00
Mnx = 2.15 0.21
(compress.) c*Pn b*Mnx b*Mny Muy = 0.02
(C5.2.2-3) Mny = 0.42
( 0.15 + 0.00 + 0.07 )
Critical Segment from 0.00 to 0.45
at: top flange - right

Detailed Results Table for Beam 28

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 2 9
28 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = 7.70 (tens.) Max. SHEAR Force = 0.01

 Truss-A_ Code: AISI 2016-LRFD
Page: 35
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 28

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Tu Tu = 7.70
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.12
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.34 Mu = 0.00

Torsional Mu Sf = 1.55 Mn = 0.47
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.56 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - right
Segment End Moments: 0.00 and 0.00

Detailed Results Table for Beam 29

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 3 11
29 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = 4.98 (tens.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Tu Tu = 4.98
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.08
Area Red.= 1.00 Fy = 365.33
 Truss-A_ Code: AISI 2016-LRFD
Page: 36
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 29

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.34 Mu = 0.00
Torsional Mu Sf = 1.55 Mn = 0.47
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.56 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - right
Segment End Moments: 0.00 and 0.00

Detailed Results Table for Beam 30

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 4 13
30 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = 2.13 (tens.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Tu Tu = 2.13
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.03
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.34 Mu = 0.00

Torsional Mu Sf = 1.55 Mn = 0.47
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.56 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - right
Segment End Moments: 0.00 and 0.00
 Truss-A_ Code: AISI 2016-LRFD
Page: 37
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 31

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 5 15
31 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -0.71 (compr.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =20 Pu = 0.71
Force < 1.00 (kL/r)y =49 A = 2.01
c*Pn c = 0.85 Pn = 38.27 0.02
c = 0.79 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.41
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 565.07

Lateral Sc = 1.34 Mu = 0.00

Torsional Mu Sf = 1.55 Mn = 0.47
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.56 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - right
Segment End Moments: 0.00 and 0.00

Detailed Results Table for Beam 32

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 6 17
32 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
 Truss-A_ Code: AISI 2016-LRFD
Page: 38
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 32

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -3.54 (compr.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =20 Pu = 3.54
Force < 1.00 (kL/r)y =49 A = 2.01
c*Pn c = 0.85 Pn = 38.27 0.11
c = 0.79 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.41
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 565.07

Lateral Sc = 1.34 Mu = 0.00

Torsional Mu Sf = 1.55 Mn = 0.47
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.56 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - right
Segment End Moments: 0.00 and 0.00

Detailed Results Table for Beam 33

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 7 19
33 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3
 Truss-A_ Code: AISI 2016-LRFD
Page: 39
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 33

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Max. AXIAL Force = -6.39 (compr.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =20 Pu = 6.39
Force < 1.00 (kL/r)y =49 A = 2.01
c*Pn c = 0.85 Pn = 38.27 0.20
c = 0.79 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.41
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 565.07

Lateral Sc = 1.34 Mu = 0.00

Torsional Mu Sf = 1.55 Mn = 0.47
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 4.56 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - right
Segment End Moments: 0.00 and 0.00

Detailed Results Table for Beam 34

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 2 11
34 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -6.39 (compr.) Max. SHEAR Force = 0.01

 Truss-A_ Code: AISI 2016-LRFD
Page: 40
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 34

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =20 Pu = 6.39
Force < 1.00 (kL/r)y =49 A = 2.01
c*Pn c = 0.85 Pn = 38.27 0.20
c = 0.79 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.41
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 565.07

Lateral Sc = 1.20 Mu = 0.00

Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 189.92 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - left
Segment End Moments: 0.00 and 0.00

Detailed Results Table for Beam 35

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 3 13
35 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -3.54 (compr.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =20 Pu = 3.54
Force < 1.00 (kL/r)y =49 A = 2.01
c*Pn c = 0.85 Pn = 38.27 0.11
c = 0.79 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.41
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 565.07
 Truss-A_ Code: AISI 2016-LRFD
Page: 41
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 35

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.20 Mu = 0.00
Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 189.92 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - left
Segment End Moments: 0.00 and 0.00

Detailed Results Table for Beam 36

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 4 15
36 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = -0.71 (compr.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Pu (kL/r)x =20 Pu = 0.71
Force < 1.00 (kL/r)y =49 A = 2.01
c*Pn c = 0.85 Pn = 38.27 0.02
c = 0.79 Fy = 352.27
(C4-2) Pn=Ae*Fy*(0.658^c²) Ae = 1.41
(C4.2-1) Fe=(x+t-((x+t)²-4xt))/2 Fe = 565.07
 Truss-A_ Code: AISI 2016-LRFD
Page: 42
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 36

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
Lateral Sc = 1.20 Mu = 0.00
Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 189.92 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - left
Segment End Moments: 0.00 and 0.00

Detailed Results Table for Beam 37

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 5 17
37 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = 2.13 (tens.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Tu Tu = 2.13
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.03
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.20 Mu = 0.00

Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 189.92 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - left
Segment End Moments: 0.00 and 0.00
 Truss-A_ Code: AISI 2016-LRFD
Page: 43
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 38

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 6 19
38 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = 4.98 (tens.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Tu Tu = 4.98
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.08
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.20 Mu = 0.00

Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 189.92 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - left
Segment End Moments: 0.00 and 0.00

Detailed Results Table for Beam 39

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.
X2 (Major axis)
Beam: 7 21
39 s.c. at +x2,+x3
0.72

CONSTRAINTS DESIGN DATA

- Sections : Check - Kx = 1.00 - Ky = 1.00

- Steel Grade: Fy 50 - Allow. Slend. : 180 (compr.) 400 (tens.)
- Allowable Deflection : 1/325
- Diameter of holes in the web : 0.0 (mm)
- Building type : Unbraced
 Truss-A_ Code: AISI 2016-LRFD
Page: 44
Prepared by: AKM Date: 1/13/21

Detailed Results Table for Beam 39

Moments: kN*meter , Forces: kN , Stresses: mPa , Section prop.: cm.

Section: US Sec 362S162-H43

Ix = 27.13 Iy = 4.42cm4 Sx = 5.90 Sy = 1.55cm3 Area = 2.01

h = 91.90 b = 41.10mm t = 1.09 r = 1.50mm
J= 0.01 Cw = 75.87cm6 shear center at +axis
e0x= -31.29 e0y= 0.00mm jx = 54.00 jy = 0.00mm

DESIGN COMBINATION = 3

Max. AXIAL Force = 7.70 (tens.) Max. SHEAR Force = 0.01

DESIGN EQUATION FACTORS VALUES RESUL

T
Axial Tu Tu = 7.70
Force < 1.00 Ag = 2.01
(C2.1-1) t*Ag*Fy t = 0.90 An = 2.01 0.12
Area Red.= 1.00 Fy = 365.33

Lateral Sc = 1.20 Mu = 0.00

Torsional Mu Sf = 1.55 Mn = 0.74
Buckling < 1.00 Le = 0.72 Mc = 0.54
(C3.1.2.1-1) b*Mn Cb = 1.00 Me = 189.92 0.00
t = 591.9 My = 0.54
e = 854.4
y e = 5128.3
x b = 0.90 ro = 5.05
Critical Segment from 0.00 to 0.72
at: top flange - left
Segment End Moments: 0.00 and 0.00