Loads
4.4 Load Cases
Table 4.6 - Load Cases - Summary
Name Type
Dead Linear Static
Live Linear Static
SDL Linear Static
Wx Linear Static
Wy Linear Static
EQx Response Spectrum
EQy Response Spectrum
4.5 Load Combinations
Table 4.7 - Load Combinations
Load Scale
Name Type Auto
Case/Combo Factor
DL+SDL Dead 1 Linear Add No
DL+SDL SDL 1 No
Comb1 DL+SDL 1.4 Linear Add No
Comb2 DL+SDL 1.2 Linear Add No
Comb2 Live 1.6 No
Comb3 DL+SDL 1.32 Linear Add No
Comb3 Live 0.5 No
Comb3-1 DL+SDL 1.32 Linear Add No
Comb3-1 Live 0.5 No
Comb3-2 DL+SDL 1.32 Linear Add No
Comb3-2 Live 0.5 No
Comb3-3 DL+SDL 1.32 Linear Add No
Comb3-3 Live 0.5 No
Comb4 DL+SDL 1.32 Linear Add No
Comb4 Live 0.5 No
Comb4-1 DL+SDL 1.32 Linear Add No
Comb4-1 Live 0.5 No
Comb4-2 DL+SDL 1.32 Linear Add No
Comb4-2 Live 0.5 No
Comb4-3 DL+SDL 1.32 Linear Add No
Comb4-3 Live 0.5 No
Comb5 DL+SDL 0.78 Linear Add No
Comb5-1 DL+SDL 0.78 Linear Add No
Comb5-2 DL+SDL 0.78 Linear Add No
Comb5-3 DL+SDL 0.78 Linear Add No
Comb6 DL+SDL 0.78 Linear Add No
Comb6-1 DL+SDL 0.78 Linear Add No
Comb6-2 DL+SDL 0.78 Linear Add No
Comb6-3 DL+SDL 0.78 Linear Add No
Comb7 DL+SDL 1.2 Linear Add No
Comb7 Live 1 No
Comb7 Wx 1 No
Comb7-1 DL+SDL 1.2 Linear Add No
Comb7-1 Live 1 No
Comb7-1 Wy 1 No
Comb8 DL+SDL 0.9 Linear Add No
Comb8 Wx 1 No
Comb8-1 DL+SDL 0.9 Linear Add No
Comb8-1 Wy 1 No
DStlD1 Dead 1 Linear Add Yes
DStlD1 SDL 1 No
DStlD2 Dead 1 Linear Add Yes
DStlD2 Live 1 No
DStlD2 SDL 1 No
Page 7 of 18
Design Data
5 Design Data
This chapter provides design data and results.
5.1 Steel Frame Design
Table 5.1 - Steel Frame Preferences - AISC 360-16
Item Value
Multi-Response Design Step-by-Step - All
Frame Type SMF
Seismic Design Grade D
Importance Factor 1
Design System Rho 1
Design System Sds 0.5
Design System R 8
Design System Omega0 3
Design System Cd 5.5
Design Provision LRFD
Analysis Method Direct Analysis
Second Order Method General 2nd Order
Stiffness Reduction Method Tau-b Fixed
Phi (Bending) 0.9
Phi (Compression) 0.9
Phi (Tension-Yielding) 0.9
Phi (Tension-Fracture) 0.75
Phi (Shear) 0.9
Phi (Shear-Short Webbed Rolled I) 1
Phi (Torsion) 0.9
Ignore Seismic Code? No
Ignore Special Seismic Load? No
Doubler Plate Plug-Welded? Yes
HSS Welding Type ERW
Reduced HSS Thickness No
Consider Deflection? Yes
DL Ratio 120
SDL+LL Ratio 120
LL Ratio 360
Total Ratio 240
Total Camber Limit 240
Pattern Live Load Factor 0.75
D/C Ratio Limit 0.95
Table 5.2 - Steel Frame Overwrites - AISC 360-16 (Part 1 of 7)
Hinge
Unique Design Connection
Story Label Frame Type Distance
Name Type Type
Sh/L Left
Story4 C27 16 Column Special Moment Frame, SMF WUF-W 0
Story3 C27 15 Column Special Moment Frame, SMF WUF-W 0
Story3 D1 17 Brace Special Moment Frame, SMF WUF-W 0
Story3 D2 18 Brace Special Moment Frame, SMF WUF-W 0
Table 5.2 - Steel Frame Overwrites - AISC 360-16 (Part 2 of 7)
Hinge Yield Line
Unique Check Deflection SDL+LL
Story Label Distance Yc/h Omega0 DL Ratio LL Ratio
Name Deflection? Type Ratio
Sh/L Right Parameter
Story4 C27 16 0 1 3 Yes Ratio 120 120 360
Story3 C27 15 0 1 3 Yes Ratio 120 120 360
Story3 D1 17 0 1 3 Yes Ratio 120 120 360
Story3 D2 18 0 1 3 Yes Ratio 120 120 360
Page 8 of 18
Design Data
Table 5.2 - Steel Frame Overwrites - AISC 360-16 (Part 3 of 7)
DL SDL+LL LL Total Camber
Unique Total Camber Camber
Story Label Absolute Absolute Absolute Absolute Absolute
Name Ratio Ratio mm
mm mm mm mm mm
Story4 C27 16 240 240 0
Story3 C27 15 240 240 0
Story3 D1 17 240 240 0
Story3 D2 18 240 240 0
Table 5.2 - Steel Frame Overwrites - AISC 360-16 (Part 4 of 7)
Effective Effective Effective
Unbraced Unbraced Unbraced
Unique Net Area Length Length Length
Story Label LLRF Length Length Length
Name Ratio Factor Factor Factor
Ratio Major Ratio Minor Ratio (LTB)
Major Minor Major
Story4 C27 16 1 1 1 1 1 1 1 1
Story3 C27 15 1 1 1.166667 1.166667 1.166667 1 1 1
Story3 D1 17 1 1 1 1 1 1 1 1
Story3 D2 18 1 1 1 1 1 1 1 1
Table 5.2 - Steel Frame Overwrites - AISC 360-16 (Part 5 of 7)
Effective Effective Nonsway Nonsway
Moment Moment Bending
Unique Length Length Moment Moment
Story Label Coefficient Coefficient Coefficient
Name Factor Factor Factor (B1 Factor (B1
(Cm Major) (Cm Minior) (Cb)
Minor (KLTB) Major) Minor)
Story4 C27 16 1 1 1 1 2.173913 1 1
Story3 C27 15 1 1 1 1 1.687134 1 1
Story3 D1 17 1 1 1 1 1 1 1
Story3 D2 18 1 1 1 1 1 1 1
Table 5.2 - Steel Frame Overwrites - AISC 360-16 (Part 6 of 7)
Sway Sway Yield Expected to
HSS Compressive
Unique Moment Moment Reduce Hss stress, specified
Story Label Welding Capacity, Pnc
Name Factor (B2 Factor (B2 Thickness? Fy Fy ratio, Ry
Type? kN
Major) Minor) MPa MPa
Story4 C27 16 1 1 No ERW 245 1 327.5125
Story3 C27 15 1 1 No ERW 245 1 291.9811
Story3 D1 17 1 1 No ERW 245 1 6.4491
Story3 D2 18 1 1 No ERW 245 1 6.4491
Table 5.2 - Steel Frame Overwrites - AISC 360-16 (Part 7 of 7)
Major Minor
Tensile Major Shear Minor Shear
Bending Bending
Unique Capacity, Capacity, Capacity, D/C Ratio
Story Label Capacity, Capacity,
Name Pnt Vn2 Vn3 Limit
Mn3 Mn2
kN kN kN
kN-m kN-m
Story4 C27 16 450.1302 15.5332 15.5332 135.0391 135.0391 0.95
Story3 C27 15 450.1302 15.5332 15.5332 135.0391 135.0391 0.95
Story3 D1 17 107.0665 0.7896 0.7764 33.075 33.075 0.95
Story3 D2 18 107.0665 0.7896 0.7764 33.075 33.075 0.95
Table 5.3 - Steel Column Envelope (Part 1 of 2)
Cont. Dbl.
Moment Interaction PMM V22 V33
Label Story Section Class Plate Plate
Check Combo Ratio Ratio
cm² mm
C27 Story4 Pipa 114.3 0.02 = 0.007 + 0.013 + 0 Comb7 0.001 0.001 Seismic HD
C27 Story3 Pipa 114.3 0.039 = 0.011 + 0.02 + 0.02 Comb1 0.001 0.001 Seismic HD
Page 9 of 18
