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AISC 360-16 Verification
Published AISC Design Examples, Version 15.0, with component checks and numerical results from AutoCalcs.
Displayed comparisons
55
41 published numeric; 14 classification
Avg Difference
0.19%
published numerical comparisons
Check Types
5
verification categories
Section Types
6
section families
Verification Methodology
Published benchmark cases are compared with AutoCalcs results using the stated section, material, loading and restraint assumptions.
The table contains 55 published comparisons: 41 numerical results and 14 classification outcomes.
The average is the mean absolute percentage difference across numerical comparisons, calculated before rounding. Classification outcomes show Match or Mismatch and are excluded from the numerical average.
AISC Design Examples Version 15.0 provides the reference resistance and interaction results. Nominal and design resistances are compared using the stated capacity factors.
Verification Results
| Description | Section | Expected | Result | Difference |
|---|---|---|---|---|
W18x50 flange class in flexure (compact)AISC Design Examples v15.0, Ex. F.1-1B | W18x50 | Compact | Compact | Match |
W18x50 web class in flexure (compact)AISC Design Examples v15.0, Ex. F.1-1B | W18x50 | Compact | Compact | Match |
W21x48 flange class in flexure (noncompact)AISC Design Examples v15.0, Ex. F.3B | W21x48 | Noncompact | Noncompact | Match |
W21x48 web class in flexure (compact)AISC Design Examples v15.0, Ex. F.3B | W21x48 | Compact | Compact | Match |
HSS10x6x3/16 flange class in flexure (noncompact)AISC Design Examples v15.0, Ex. F.7B | HSS10x6x3/16 | Noncompact | Noncompact | Match |
HSS10x6x3/16 web class in flexure (compact)AISC Design Examples v15.0, Ex. F.7B | HSS10x6x3/16 | Compact | Compact | Match |
HSS8x8x3/16 flange class in flexure (slender)AISC Design Examples v15.0, Ex. F.8B | HSS8x8x3/16 | Slender | Slender | Match |
HSS8x8x3/16 web class in flexure (compact)AISC Design Examples v15.0, Ex. F.8B | HSS8x8x3/16 | Compact | Compact | Match |
Pipe 8 x-Strong CHS overall class (compact)AISC Design Examples v15.0, Ex. F.9B | Pipe 8 x-Strong | Compact | Compact | Match |
WT5x6 flange class in flexure (noncompact)AISC Design Examples v15.0, Ex. F.10 | WT5x6 | Noncompact | Noncompact | Match |
WT5x6 stem class in flexure (noncompact)AISC Design Examples v15.0, Ex. F.10 | WT5x6 | Noncompact | Noncompact | Match |
L4x4x1/4 overall class in flexure (noncompact)AISC Design Examples v15.0, Ex. F.11A | L4x4x1/4 | Noncompact | Noncompact | Match |
C15x33.9 flange class in flexure (compact)AISC Design Examples v15.0, Ex. F.2-1B | C15x33.9 | Compact | Compact | Match |
C15x33.9 web class in flexure (compact)AISC Design Examples v15.0, Ex. F.2-1B | C15x33.9 | Compact | Compact | Match |
Tension yielding phitPn LRFD (W8x21)AISC Design Examples v15.0, Ex. D.1 | W8x21 | 277 kips | 277.2 kips | 0.07% |
Tension yielding phitPn LRFD (HSS6x4x3/8)AISC Design Examples v15.0, Ex. D.4 | HSS6x4x3/8 | 278 kips | 278.1 kips | 0.04% |
Tension yielding phitPn LRFD (HSS6.000x0.500)AISC Design Examples v15.0, Ex. D.5 | HSS6.000x0.500 | 335 kips | 334.926 kips | 0.02% |
Tension yielding Pn/Omega ASD (HSS6.000x0.500)AISC Design Examples v15.0, Ex. D.5 | HSS6.000x0.500 | 223 kips | 222.8383 kips | 0.07% |
Inelastic LTB Mn (W18x50, Lb=11.7ft, Cb=1.01)AISC Design Examples v15.0, Ex. F.1-2B | W18x50 | 4060 kip-in | 4066.412 kip-in | 0.16% |
ⓘ AISC Example F.1-2B: reference nominal Mn=4060 kip-in. | ||||
Inelastic LTB phibMn LRFD (W18x50)AISC Design Examples v15.0, Ex. F.1-2B | W18x50 | 305 kip-ft | 304.9809 kip-ft | 0.01% |
Flange local buckling Mn (W21x48, noncompact)AISC Design Examples v15.0, Ex. F.3B | W21x48 | 442 kip-ft | 442.1107 kip-ft | 0.03% |
Flange local buckling phibMn LRFD (W21x48)AISC Design Examples v15.0, Ex. F.3B | W21x48 | 398 kip-ft | 397.8996 kip-ft | 0.03% |
RHS FLB Mn (HSS10x6x3/16, noncompact)AISC Design Examples v15.0, Ex. F.7B | HSS10x6x3/16 | 760 kip-in | 759.7275 kip-in | 0.04% |
RHS FLB Mn in kip-ft (HSS10x6x3/16)AISC Design Examples v15.0, Ex. F.7B | HSS10x6x3/16 | 63.3 kip-ft | 63.31063 kip-ft | 0.02% |
RHS FLB phibMn LRFD (HSS10x6x3/16)AISC Design Examples v15.0, Ex. F.7B | HSS10x6x3/16 | 57.0 kip-ft | 56.97956 kip-ft | 0.04% |
Tee bending F9, Mn stem in tension (WT5x6)AISC Design Examples v15.0, Ex. F.10 | WT5x6 | 97.6 kip-in | 97.2067 kip-in | 0.40% |
Tee bending phibMn LRFD (WT5x6)AISC Design Examples v15.0, Ex. F.10 | WT5x6 | 7.32 kip-ft | 7.290503 kip-ft | 0.40% |
Channel inelastic LTB Mn (C15x33.9, Lb=5ft)AISC Design Examples v15.0, Ex. F.2-2B | C15x33.9 | 1740 kip-in | 1739.537 kip-in | 0.03% |
Channel inelastic LTB phibMn LRFD (C15x33.9)AISC Design Examples v15.0, Ex. F.2-2B | C15x33.9 | 131 kip-ft | 130.4653 kip-ft | 0.41% |
Elastic LTB Mn (W18x50, Lb=17.5ft, Cb=1.30)AISC Design Examples v15.0, Ex. F.1-3B | W18x50 | 3840 kip-in | 3837.841 kip-in | 0.06% |
Elastic LTB phibMn LRFD (W18x50)AISC Design Examples v15.0, Ex. F.1-3B | W18x50 | 288 kip-ft | 287.8381 kip-ft | 0.06% |
Minor axis bending phibMn LRFD (W12x58)AISC Design Examples v15.0, Ex. F.5 | W12x58 | 122 kip-ft | 121.875 kip-ft | 0.10% |
Flexural buckling phicPn LRFD (W14x132, y-y, KL=30ft)AISC Design Examples v15.0, Ex. E.1C | W14x132 | 892 kips | 893.2027 kips | 0.13% |
Flexural buckling Pn/Omega ASD (W14x132, y-y)AISC Design Examples v15.0, Ex. E.1C | W14x132 | 598 kips | 594.2799 kips | 0.62% |
Flexural buckling phicPn LRFD (W14x90, x-x)AISC Design Examples v15.0, Ex. E.1D | W14x90 | 927 kips | 927.462 kips | 0.05% |
RHS flexural buckling phicPn LRFD (HSS12x10x3/8)AISC Design Examples v15.0, Ex. E.9 | HSS12x10x3/8 | 556 kips | 555.6069 kips | 0.07% |
CHS flexural buckling phicPn LRFD (Pipe 10 Std)AISC Design Examples v15.0, Ex. E.11 | Pipe 10 Std | 221 kips | 221.9661 kips | 0.44% |
Tee flexural buckling phicPn LRFD (WT7x34, x-x)AISC Design Examples v15.0, Ex. E.7 | WT7x34 | 128 kips | 128.4915 kips | 0.38% |
Tee flexural-torsional buckling phicPn LRFD (WT7x34)AISC Design Examples v15.0, Ex. E.7 | WT7x34 | 221 kips | 221.4994 kips | 0.23% |
Shear phivVn LRFD (W24x62)AISC Design Examples v15.0, Ex. G.1B | W24x62 | 306 kips | 305.73 kips | 0.09% |
Shear Vn/Omega ASD (W24x62)AISC Design Examples v15.0, Ex. G.1B | W24x62 | 204 kips | 203.82 kips | 0.09% |
CHS shear phivVn LRFD (HSS16.000x0.375)AISC Design Examples v15.0, Ex. G.5 | HSS16.000x0.375 | 213 kips | 213.624 kips | 0.29% |
CHS shear Vn/Omega ASD (HSS16.000x0.375)AISC Design Examples v15.0, Ex. G.5 | HSS16.000x0.375 | 142 kips | 142.1317 kips | 0.09% |
RHS shear phivVn LRFD (HSS6x4x3/8)AISC Design Examples v15.0, Ex. G.4 | HSS6x4x3/8 | 93.6 kips | 93.34424 kips | 0.27% |
Angle shear phivVn LRFD (L5x3x1/4)AISC Design Examples v15.0, Ex. G.3 | L5x3x1/4 | 24.3 kips | 24.3 kips | 0.00% |
Cb center segment, UDL, third-point bracing (W18x50)AISC Design Examples v15.0, Ex. F.1-2B | W18x50 | 1.01 | 1 | 0.99% |
Biaxial compression + bending H1-1a ratio (W14x99)AISC Design Examples v15.0, Ex. H.1B | W14x99 | 0.928 | 0.9287759 | 0.08% |
Tee FTB governs over FB (WT7x15, KL=20ft)AISC Design Examples v15.0, Ex. E.8 | WT7x15 | 36.6 kips | 36.75167 kips | 0.41% |
Slender RHS compression with Q<1.0 (HSS12x8x3/16, KL=24ft)AISC Design Examples v15.0, Ex. E.10 | HSS12x8x3/16 | 151 kips | 152.353 kips | 0.90% |
Channel strong-axis shear φv=0.90 (C15x33.9)AISC Design Examples v15.0, Ex. G.2B | C15x33.9 | 117 kips | 116.64 kips | 0.31% |
Weak-axis shear (W21x48, flange shear)AISC Design Examples v15.0, Ex. G.6 | W21x48 | 189 kips | 189.0108 kips | 0.01% |
Channel weak-axis shear (C9x20)AISC Design Examples v15.0, Ex. G.7 | C9x20 | 42.6 kips | 42.55222 kips | 0.11% |
Tension + biaxial bending H1-1b (W14x82)AISC Design Examples v15.0, Ex. H.3 | W14x82 | 0.873 | 0.8731804 | 0.02% |
Compression + biaxial bending H1-1b with P-δ (W10x33)AISC Design Examples v15.0, Ex. H.4 | W10x33 | 0.979 | 0.9788853 | 0.01% |
Plate girder F4 noncompact web φbMn LRFD (PL2×14 flanges + PL½×62 web, Lb=150in, Cb=1.25)AISC Design Examples v15.0, Ex. F.15 | Built-up I | 94,554 kip-in | 94740.58 kip-in | 0.20% |
Disclaimer: This verification page is provided for informative purposes only and does not constitute a guarantee of accuracy for all possible configurations. While we use automated verification checks to help find defects, no software is entirely free of defects. Engineers must exercise independent professional judgement and verify results through their own checks before relying on any output for design or construction decisions. AutoCalcs accepts no liability for errors, omissions, or any consequences arising from the use of this software.