AISC 14TH EDITION TABLE 3 10 MANUAL

The equations for Fcr should both include the limit, в‰¤ Fy, as follows: 2 Table 8-2: Replace the left-hand figure with the version in the attached Table 8-2. Table 7-20: For a Heavy Hex s-in.-diameter bolt the value H should be вЂњv in.вЂќ rather than вЂњ18 in.вЂќДЄt the end of the second paragraph a reference should be made to вЂњFigure 8-9bвЂќ instead of вЂњFigure 8-10b.вЂќ In the last line of the Table: In the вЂњLRFDвЂќ column, replace П†c with П†t, and in the вЂњASDвЂќ column, replace О© with О©t. Table 5-2: Insert the label, е…ѓВЅx2ВЅ, along with a space below the currently labeled е…ѓВЅx3xВј. Table 4-9: The weight per foot should read as follows: Shape Wt/ft Table 4-7: The units for the Properties, rx and ry, should read вЂњin.вЂќ Table 4-4: The last value of Effective Length, KL, should read вЂњ30.вЂќ Table 4-4: The units for the radius of gyration should read вЂњin.вЂќ Table 3-21: For the Deck Perpendicular condition, вЂњStrong studs per ribвЂќ should read вЂњStrong studs per rib (Rp=0.75)вЂќ and вЂњWeak studs per ribвЂќ should read вЂњWeak studs per rib (Rp=0.60).вЂќ

Table 3-13: Replace this table with the attached Table 3-13. Table 3-10: The Available ASD Moment label on the vertical axis between вЂњ176вЂќ and вЂњ184вЂќ should read вЂњ180вЂќ rather than вЂњ188.вЂќ Table 3-8: The title should read вЂњC ShapesвЂќ rather than вЂњS Shapes.вЂќ Shape does not meet the h/tw limit for shear in Specification Section G2.1a with Fy=50 ksi, в„¦v = 1.67, П†v = 0.90. Table 3-6: The footnote on the W12x14 should be вЂњvвЂќ rather than вЂњf.вЂќ The following note вЂњvвЂќ should replace the note вЂњfвЂќ at the bottom of the page: v Table 3-6: For a W24x370 using ASD, at 16 ft span, the Maximum Total Uniform Load should read вЂњ1410вЂќ not вЂњ11410.вЂќ

Table 3-6: Replace the values for a 23 ft span with the following: For a W18x86 the value should be 1530 and a W12x120 should be 1070. Table 3-2: The value of Ix for a W18x86 and a W12x120 should be switched. The table at the bottom of the page should be revised and is shown below: Load Ratio from Step 3 (times 1.6 for ASD, 1.0 for LRFD)Дesign Story 0 Drift Limit H/100 1 H/200 1 H/300 1 H/400 1 H/500 1ДЇor the section вЂњSteel Castings and ForgingsвЂќ the вЂњASTM A148 grade 80-35вЂќ should read вЂњASTM A216 grade 80-35.вЂќДЄ reference should be added alphabetically between SSPC and Tide, and should read as follows: Thornton, W.A., 1992, вЂњEliminating the Guesswork in Connection Design,вЂќ Proceedings of the AISC National Steel Construction Conference, pp. Table 1-16: Replace the rx values with the values given in the attached Table 1-16. Table I-8: The WT8x20 and the WT8x18 should only have references to note вЂњcвЂќ and not note вЂњc, h.вЂќ Note вЂњhвЂќ should be removed from the bottom of the table. Table I-8: The WT10.5x28.5 should only have references to note вЂњcвЂќ and not note вЂњc, h.вЂќ Table 1-5: For a C6x13, the dimension T is 4a in. It does seems like perhaps the table 10-10 values are based on e = a/2 though.Errata List AISC Steel Construction Manual, 13th Edition, Second Printing The following list represents corrections that have been made in the Third Printing of the 13th Edition of the Steel Construction Manual. Why would this not match the value in table 10-10? This makes me question if a is really to be divided by 2 to obtain e as the previous poster suggested. RISA Connection states the bolt shear at beam capacity is 10.45k. With a = 3' it reports C as being 0.88 which matches C from table 7-6 with an e of 3'. RISA connection seems to calculate C based off of the true geometric distance from the center of the bolt group to the weld line, not a/2. If you don't divide a/2 to get e table 7-6 gives a C value of 0.88. How does the instantaneous center of rotation relate to C?Д¬onnection is 3/8 shear tab with (2) 3/4' A325 bolts at 3' vertical spacing. Is the C value obtained from table 7-6 supposed to be based on the true e value as depicted in the diagram at the top of table 7-6 or e=a/2 as stated in table 10-9? If my a is 3' and e is supposed to be 1.5' how do I obtain the C value since the table only goes down to 2'. The text ahead of table 10-10 says the values are based on a=3. I am unable to duplicate values in table 10-10 of AISC 14th when considering the eccentricity on the bolt group.

AISC 14TH EDITION TABLE 3 10 MANUAL

Thread507-333829: AISC Manual Single Shear Plate Connection: 13th ed vs 14th ed

Aisc 14th edition table 3-10