WSR 13-15-169
EXPEDITED RULES
BUILDING CODE COUNCIL
[Filed July 24, 2013, 8:48 a.m.]
Title of Rule and Other Identifying Information: Modification of chapter 51-50 WAC, Washington state amendments to the 2012 International Building Code, Section 1905 – Modifications to ACI 318.
NOTICE
THIS RULE IS BEING PROPOSED UNDER AN EXPEDITED RULE-MAKING PROCESS THAT WILL ELIMINATE THE NEED FOR THE AGENCY TO HOLD PUBLIC HEARINGS, PREPARE A SMALL BUSINESS ECONOMIC IMPACT STATEMENT, OR PROVIDE RESPONSES TO THE CRITERIA FOR A SIGNIFICANT LEGISLATIVE RULE. IF YOU OBJECT TO THIS USE OF THE EXPEDITED RULE-MAKING PROCESS, YOU MUST EXPRESS YOUR OBJECTIONS IN WRITING AND THEY MUST BE SENT TO Ray Allshouse, Chair, State Building Code Council, P.O. Box 41449, Olympia, WA 98504-1449, AND RECEIVED BY September 23, 2013.
Purpose of the Proposal and Its Anticipated Effects, Including Any Changes in Existing Rules: These changes are due to changes made to provisions for concrete by the American Concrete Institute. The building code must reference the correct standard. This is an editorial correction.
Reasons Supporting Proposal: This rule is needed to make editorial corrections.
Statutory Authority for Adoption: RCW 19.27.031, 19.27.074.
Statute Being Implemented: Chapters 19.27 and 34.05 RCW.
Rule is not necessitated by federal law, federal or state court decision.
Name of Proponent: State building code council, governmental.
Name of Agency Personnel Responsible for Drafting: Joanne T. McCaughan, 1500 Jefferson, Olympia, WA 98504-1449, (360) 407-9279; Implementation: Tim Nogler, 1500 Jefferson, Olympia, WA 98504-1449, (360) 407-9277; and Enforcement: Local government fire officials.
June 14, 2013
C. Ray Allshouse
Chair
AMENDATORY SECTION (Amending WSR 13-04-067, filed 2/1/13, effective 7/1/13)
WAC 51-50-1905 Section 1905—Modifications to ACI 318.
1905.1 General. The text of ACI 318 shall be modified as indicated in Sections 1905.1.1 through 1905.1.10.
wall pier. This definition is not adopted.
(Other definition remains unchanged)
1905.1.3 ACI 318, Section 21.4. Modify ACI 318, Section 21.4, by adding new Section 21.4.3 and renumbering existing Section 21.4.3 to become 21.4.4.
21.4.3 - Connections that are designed to yield shall be capable of maintaining 80 percent of their design strength at the deformation induced by the design displacement or shall use Type 2 mechanical splices.
21.4.4 - Elements of the connection that are not designed to yield shall develop at least 1.5 Sy.
1905.1.4 ACI 318, Section 21.9. This section is not adopted.
1905.1.9 ACI 318, Section D.3.3.
Modify ACI 318 Sections D.3.3.4.2, D.3.3.4.3(d) and D.3.3.5.2 to read as follows:
D.3.3.4.2 - Where the tensile component of the strength-level earthquake force applied to anchors exceeds 20 percent of the total factored anchor tensile force associated with the same load combination, anchors and their attachments shall be designed in accordance with D.3.3.4.3. The anchor design tensile strength shall be determined in accordance with D.3.3.4.4.
EXCEPTION((S)):
((1.)) Anchors designed to resist wall out-of-plane forces with design strengths equal to or greater than the force determined in accordance with ASCE 7 Equation 12.11-1 or 12.14-10 ((need not)) shall be deemed to satisfy Section D.3.3.4.3(d).
 
((2. Anchors in concrete designed to support nonstructural components in accordance with ASCE 7 Section 13.4.2 need not satisfy Section D.3.3.4.3.))
D.3.3.4.3(d) – The anchor or group of anchors shall be designed for the maximum tension obtained from design load combinations that include E, with E increased by Ω0. The anchor design tensile strength shall be calculated from D.3.3.4.4.
D.3.3.5.2 - Where the shear component of the strength-level earthquake force applied to anchors exceeds 20 percent of the total factored anchor shear force associated with the same load combination, anchors and their attachments shall be designed in accordance with D.3.3.5.3. The anchor design shear strength for resisting earthquake forces shall be determined in accordance with D.6.
EXCEPTIONS:
1. ((D.3.3.5.3 need not apply and the design shear strength in accordance with D.6.2.1(c) need not be computed)) For the calculation of the in-plane shear strength of anchor bolts attaching wood sill plates of bearing or nonbearing walls of light-frame wood structures to foundations or foundation stem walls, the in-plane shear strength in accordance with D.6.2 and D.6.3 need not be computed and D.3.3.5.3 shall be deemed to be satisfied provided all of the following are ((satisfied)) met:
 
1.1. The allowable in-plane shear strength of the anchor is determined in accordance with AF&PANDS Table 11E for lateral design values parallel to grain.
 
1.2. The maximum anchor nominal diameter is 5/8 inches (16 mm).
 
1.3. Anchor bolts are embedded into concrete a minimum of 7 inches (178 mm).
 
1.4. Anchor bolts are located a minimum of 1 3/4 inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate.
 
1.5. Anchor bolts are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate.
 
1.6. The sill plate is 2-inch or 3-inch nominal thickness.
 
2. ((Section D.3.3.5.3 need not apply and the design shear strength in accordance with Section D.6.2.1(c) need not be computed)) For the calculation of the in-plane shear strength of anchor bolts attaching cold-formed steel track of bearing or nonbearing walls of light-frame construction to foundations or foundation stem walls, the in-plane shear strength in accordance with D.6.2 and D.6.3 need not be computed and D.3.3.5.3 shall be deemed to be satisfied provided all of the following are ((satisfied)) met:
 
2.1. The maximum anchor nominal diameter is 5/8 inches (16 mm).
 
2.2. Anchors are embedded into concrete a minimum of 7 inches (178 mm).
 
2.3. Anchors are located a minimum of 1 3/4 inches (45 mm) from the edge of the concrete parallel to the length of the track.
 
2.4. Anchors are located a minimum of 15 anchor diameters from the edge of the concrete perpendicular to the length of the track.
 
2.5. The track is 33 to 68 mil designation thickness.
 
Allowable in-plane shear strength of exempt anchors, parallel to the edge of concrete shall be permitted to be determined in accordance with AISI S100 Section E3.3.1.
 
3. ((Anchors in concrete designed to support nonstructural components in accordance with ASCE 7 Section 13.4.2 need not satisfy Section D.3.3.5.3.
 
4.)) In light-frame construction, bearing or nonbearing walls, shear strength of concrete anchors less than or equal to 1 inch (25 mm) in diameter connecting sill plate or track to foundation or foundation stem wall need not satisfy D.3.3.5.3 (a) through (c) when the design strength of the anchors is determined in accordance with D.6.2.1(c).
((1905.1.10 ACI 318, Section D.4.2.2. Delete ACI 318, Section D.4.2.2, and replace with the following:
D.4.2.2 - For anchors with diameters not exceeding 4 in., the concrete breakout strength requirements shall be considered satisfied by the design procedure of D.5.2 and D.6.2. For anchors in shear with diameters exceeding 4 inches, shear anchor reinforcement shall be provided in accordance with the procedures of D.6.2.9.))