AISC Verification Problem Example II.A-1A

Example
Related

Problem Statement

This document presents a comparative study between the published American Institute of Steel Construction (AISC) Design Examples Version 16.0 and the results generated by SDS2 version 2025.01 connection software for Example II.A-1A. The central problem statement is to verify the available strength of an all-bolted double clip angle beam to column flange shear connection. This connection involves an ASTM A992 W36×231 beam and an ASTM A992 W14×90 column flange supporting beam end reactions of RD = 37.5 kips and RL = 113 kips, using ASTM A572 Grade 50 angles. The connection is shown in Figure 1 and Figure 2.

Figure 1. Example II.A-1A elevation view

Figure 2. Example II.A-1A section A

Connection design report output from SDS2 for this connection:

Note: To view the 3D model (U3D) of the structural joint in the PDF files, open the PDF using Bluebeam or Adobe Acrobat Reader.

Validation Method

The connection as shown in the AISC design example II.A-1A (see reference 1) was modeled in SDS2 and a connection design report was generated for both the ASD and LRFD design methods. It should be noted that due to the star note in AISC Design Examples Fig. II.A-1A-1, the bolt gage on the column flange was set to 7 7/8 so that the edge distance on the bolts would match what was used in the AISC example.

The core of this report features a comparison table for each connection limit state, showcasing the calculated capacities from both SDS2 and AISC. The order of the limit state table generally mirrors the sequence in which it was presented in the AISC example problem. This table also highlights the percent difference (% Δ) between these calculated values, providing a clear measure of any discrepancy, if any.

To further enhance understanding, this report includes relevant notes that discuss any differences or assumptions made during the calculation process. The goal of this comparative study is to evaluate the precision and efficiency of the SDS2 connection design software in contrast to the AISC Design Examples and serves as a guide for better understanding and application of these two design calculations.

Comparison

Comparisons of the limit state checks are presented in Table 1 for ASD and Table 2 for LRFD. The limit state checks and calculated values aligned well between the published AISC Design Example document and the calculation generated by SDS2. The minor differences in calculated values, except where noted, were a result of rounding differences.

Limit state (ASD)	SDS2 Capacity	AISC Capacity	% Δ	Notes
Table 1. Capacity comparison table for ASD
Shear yielding of angles	294 kips	294 kips	0.0%
Shear rupture of angles	201 kips	201 kips	0.0%
Block shear rupture of web angle leg	210.6 kips	210 kips	0.3%
Block shear rupture of OSL angle leg	211.8 kips	-	-	1
Bolt shear of web bolts	11.9 kips / bolt	11.9 kips / bolt	0.0%
Bolt shear of OSL bolts	11.9 kips / bolt	11.9 kips / bolt	0.0%
Bolt bearing on angle	18.3 kips / bolt	18.3 kips / bolt	0.0%
Bolt tearout of angle at edge bolt	10.3 kips / bolt	10.3 kips / bolt	0.0%
Bolt tearout of angle at non-edge bolt	26.7 kips / bolt	26.7 kips / bolt	0.0%
Bolt bearing on beam web	44.5 kips / bolt	44.5 kips / bolt	0.0%
Bolt tearout of beam web at non-edge bolt	64.8 kips / bolt	65.0 kips / bolt	-0.3%
Bolt bearing on column flange	41.5 kips / bolt	41.6 kips / bolt	-0.2%
Bolt tearout of column flange at non-edge bolt	60.6 kips / bolt	60.5 kips / bolt	0.2%
Bolt group shear at web and OSL bolts	190.9 kips	-	-	2
Bolt group bearing on OSL	187.6 kips	-	-	2
Bolt group bearing on web leg	187.6 kips	-	-	2
Bolt group bearing on beam web	190.9 kips	-	-	2
Bolt group bearing on supporting member	190.9 kips	-	-	2
Shear transfer at web bolts	187.6 kips	187 kips	0.3%
Shear transfer at column bolts	187.6 kips	187 kips	0.3%
Shear yielding of beam web	554.8 kips	-	-	3
Connection capacity	187.6 kips	187 kips	0.3%

Limit state (LRFD)	SDS2 Capacity	AISC Capacity	%Δ	Notes
Table 2. Capacity comparison table for LRFD
Shear yielding of angles	441 kips	441 kips	0.0%
Shear rupture of angles	302 kips	302 kips	0.0%
Block shear rupture of web angle leg	315.9 kips	315 kips	0.3%
Block shear rupture of OSL angle leg	317.8 kips	-	-	1
Bolt shear of web bolts	17.9 kips / bolt	17.9 kips / bolt	0.0%
Bolt shear of OSL bolts	17.9 kips / bolt	17.9 kips / bolt	0.0%
Bolt bearing on angle	27.5 kips / bolt	27.5 kips / bolt	0.0%
Bolt tearout of angle at edge bolt	15.5 kips / bolt	15.5 kips / bolt	0.0%
Bolt tearout of angle at non-edge bolt	40.1 kips / bolt	40.1 kips / bolt	0.0%
Bolt bearing on beam web	66.7 kips / bolt	66.7 kips / bolt	0.0%
Bolt tearout of beam web at non-edge bolt	97.3 kips / bolt	97.5 kips / bolt	-0.2%
Bolt bearing on column flange	62.3 kips / bolt	62.3 kips / bolt	0.0%
Bolt tearout of column flange at non-edge bolt	90.9 kips / bolt	90.8 kips / bolt	0.1%
Bolt group shear at web and OSL bolts	286.3 kips	-	-	2
Bolt group bearing on OSL	281.4 kips	-	-	2
Bolt group bearing on web leg	281.4 kips	-	-	2
Bolt group bearing on beam web	286.3 kips	-	-	2
Bolt group bearing on supporting member	286.3 kips	-	-	2
Shear transfer at web bolts	281.4 kips	282 kips	-0.2%
Shear transfer at column bolts	281.4 kips	282 kips	-0.2%
Shear yielding of beam web	832.2 kips	-	-	3
Connection capacity	281.4 kips	282 kips	-0.2%

Table Notes

Note 1: AISC only checks the smaller edge distance case that occurs at web leg.

Note 2: AISC does not calculate this individual limit state per bolt group.

Note 3: Not checked by AISC.

References

AISC Committee on Manuals, Companion to the AISC Steel Construction Manual Volume 1: Design Examples, Version 16.0, American Institute of Steel Construction, 2023, https://www.aisc.org/publications/steel-construction-manual-resources/16th-ed-steel-construction-manual/manual-companion-for-16th-edition/.