Section 2205A

STRUCTURAL STEEL

2205 A .1 General. The design, fabrication and erection of structural steel elements in buildings, structures and portions thereof shall be in accordance with AISC 360.

Exceptions: [OSHPD 1 & 4]

1. For members designed on the basis of tension, the slenderness ratio (L/r) shall not exceed 300, except for design of hangers and bracing in accordance with NFPA 13 and for rod hangers in tension.

2. For members designed on the basis of compression, the slenderness ratio (KL/r) shall not exceed 200, except for design of hangers and bracing in accor- dance with NFPA 13.

2205 A .2 Seismic design. Where required, the seismic design, fabrication and erection of buildings, structures and portions thereof shall be in accordance with Section 2205 A .2.1 or 2205 A .2.2, as applicable.

2205 A .2.1 Structural steel seismic force-resisting sys- tems. The design, detailing, fabrication and erection of structural steel seismic force-resisting systems shall be in accordance with the provisions of Section 2205 A .2.1.1 or 2205 A .2.1.2, as applicable.

2205 A .2.1.1 Seismic Design Category B or C. Not permitted by DSA-SS and OSHPD.

2205 A .2.1.2 Seismic Design Category D, E or F. Structures assigned to Seismic Design Category D, E or F shall be designed and detailed in accordance with AISC 341.

2205 A .2.2 Structural steel elements. The design, detailing, fabrication and erection of structural steel elements in seismic force-resisting systems other than those covered in Section 2205 A .2.1, including struts, collectors, chords and foundation elements, shall be in accordance with AISC 341.

2205A.3.1 Section B5. Modify Section B5.2(a) as follows:

(a) The forces specified in this section need not be applied to the diagonal members of the truss diaphragms and their connections, where each diagonal bracing member resists no more than 30 percent of the diaphragm shear at each line of resistance and where these members and connections conform to the require

294 2019 CALIFORNIA BUILDING CODE

Copyright © 2019 ICC. ALL RIGHTS RESERVED. Accessed by Kevin Day (kevin.day@dgs.ca.gov), (California Building Standards Commission) Order Number #100735044 on Jul 24, 2019 03:54 PM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

100735044

protected zone, except power-actuated fasteners up to 0.18 inch in diameter are permitted, provided that the penetration is less than 85 percent of beam flange thickness.

2205A.4.4 Section E2. Replace Section E2.6c Item (a) by the following:

(a) Use of IMF connections designed in accordance

with ANSI/AISC 358 shall be as modified in Sec- tion 2205A.5.2.

2205A.4.5 Section E3. Replace Section E3.6b Item (a) by the following:

(a) The connection shall be capable of sustaining an

interstory drift angle of at least 0.04 radians and an inelastic rotation of 0.03 radians.

2205A.4.6 Section E3. Replace Section E3.6c Item (a) by the following:

(a) Use of SMF connections designed in accordance

with ANSI /AISC 358 shall be as modified in Sec- tion 2205A.5.

2205A.4.7 Section F2. Special concentrically braced frames (SCBF) modifications

5b. Diagonal braces, Add a new section as follows.

(d) The use of rectangular or square HSS are not per-

mitted for bracing members, unless filled solid with cement grout having a minimum compressive strength of 3000 psi at 28 days. The effects of com- posite action in the filled composite brace shall be considered in the sectional properties of the sys- tem where it results in the more severe loading condition or detailing.

2205A.4.8 Section F3. Modify Section F3.6e Item 2 as fol- lows:

Exception is not permitted.

2205A.4.9 Section K2. Replace Section K2.3b as follows:

The size of the beam or link used in the test specimen shall be within the following limits:

1. At least one of the test beams or links shall be no less than 100 percent of the depth of the prototype beam or link. For the remaining specimens, the depth of the test beam or link shall be no less than 90 percent of the depth of the prototype beam or link.

2. At least one of the test beams or links shall be no less than 100 percent of the weight per foot of the prototype beam or link. For the remaining speci- mens, the weight per foot of the test beam or link shall be no less than 75 percent of the weight per foot of the prototype beam or link.

The size of the column used in the test specimen shall properly represent the inelastic action in the column, as per the requirements in Section K2.3a. In addition, the

STEEL

depth of the test column shall be no less than 90 percent of the depth of the prototype column.

Extrapolation beyond the limitations stated in this sec- tion shall be permitted subject to peer review and approval by the enforcement agency.

2205A.4.10 Section K2. Modify Section K2.8 by the fol- lowing:

The test specimen must sustain the required inter- story drift angle, or link rotation angle, and inelastic rotation for at least two complete loading cycles.

2205A.5.1. Design Requirements, 2.1 Special and Inter- mediate Moment Frame Connection Types, Table 2-1 Pre- qualified Moment Connections modifications.

The prequalified bolted moment connections are not permitted in buildings.

Exceptions:

1. Erection bolts are permitted.

2. The approved moment connection in accordance- with AISC 358 Chapter 10 as permitted by the exception to Section 2206A.2.

2205A.5.2 Moment Connection - Chapter 11. The welded side plate steel moment connection shall be permitted pro- vided:

1. The beams shall consist of either rolled or built-up wide flange sections.

2. The biaxial dual-strong axis and column minor axis configurations of the moment connection shall be considered as an alternative system.

3. For SMF and IMF systems, U-shaped cover plates shall be used and the hinge-to-hinge span to beam depth, Lh/d, shall be greater than or equal to 5.

4. The width-to-thickness ratios for beam flanges shall not be less than 3.

5. The spacing for lateral bracing of wide flange beams, Lb, shall include the length of the side plate at beam ends.

6. The extension of the side plates beyond the face of the column shall be within the range of 0.77d to 1.0d.

7. The gap-to-side plate thickness ratio shall range from 2.1 to 2.3.

8. Demand critical fillet welds {2}, {5}, {5a} and {7} shall have Magnetic Particle Testing (MT) in accor- dance with AWS D1.1 for procedure, technique and acceptance. Inspect the beginning and end of these welds for a 6-inch length, plus any location along the length of the weld where a start and restart is visually noted for a distance of 6 inches on either side of the start/stop location.

Copyright © 2019 ICC. ALL RIGHTS RESERVED. Accessed by Kevin Day (kevin.day@dgs.ca.gov), (California Building Standards Commission) Order Number #100735044 on Jul 24, 2019 03:54 PM (PDT) pursuant to License Agreement with ICC. No further reproduction or distribution authorized. Single user only, copying and networking prohibited. ANY UNAUTHORIZED REPRODUCTION OR DISTRIBUTION IS A VIOLATION OF THE FEDERAL COPYRIGHT ACT AND THE LICENSE AGREEMENT, AND SUBJECT TO CIVIL AND CRIMINAL PENALTIES THEREUNDER.

100735044

STEEL