Section 1903A

SPECIFICATIONS FOR TESTS AND MATERIALS

1903 A .1 General. Materials used to produce concrete, concrete itself and testing thereof shall comply with the applicable standards listed in ACI 318.

1903 A .2 Special inspections. Where required, special inspections and tests shall be in accordance with Chapter 17A and Section 1910A.

1903 A .3 Glass fiber-reinforced concrete. Glass fiber-rein- forced concrete (GFRC) and the materials used in such concrete shall be in accordance with the PCI MNL 128 standard.

1903 A .4 Flat wall insulating concrete form (ICF) systems. Insulating concrete form material used for forming flat concrete walls shall conform to ASTM E2634. [OSHPD 1 & 4] Not Permitted by OSHPD. [DSA-SS] ICF systems shall be considered alternative systems. Concrete constructed using ICF systems and attachments to ICF shall be designed for

loads in accordance with this code and shall comply with manufacturer’s instructions and industry standards deter- mined applicable by the enforcement agency. Calculations and drawings shall be submitted to the enforcement agency for review and approval prior to construction.

1903A.5 Aggregates – Modify ACI 318 Section 26.4.1.2.1(a).(1) as follows:

(1) Normal weight aggregate: Aggregate shall be non- reactive as determined by one of the methods in ASTM C33 Appendix XI: Methods for Evaluating Potential for Deleterious Expansion Due to Alkali Reactivity of an Aggregate. Aggregates deemed to be deleterious or poten- tially deleterious may be used with the addition of a mate- rial that has been shown to prevent harmful expansion in accordance with Appendix XI of ASTM C33, when approved by the building official.

1903A.6 [OSHPD 1 & 4] Limits on cementitious materials. Modify ACI 318 Section 26.4.2.2(b) and Table 26.4.2.2(b) as follows:

The maximum percentage of pozzolans, including fly ash and silica fume, and slag cement in concrete assigned to all exposure categories shall be in accordance with Table 26.4.2.2(b) and Section 26.4.2.2(b) Items (1) and (2).

Where pozzolans are used as cementitous materials, dura- tion for minimum specified compressive strength of concrete (f’ c ) that exceeds 28 days shall be considered an alternative system.

1903A.7 Steel fiber reinforcement – Not permitted

1903A.8 Welding of reinforcing bars - Modify ACI 318 Sec- tion 26.6.4.2(b) by adding the following: Subject to prior approval of the enforcing agency, longitu- dinal holding wires, conforming to ASTM A1064 of maxi- mum wire size W5, that are machine resistance welded to stirrup/tie cage (or spiral assemblies) consisting of low alloy steel reinforcing conforming to ASTM A706 are per- mitted when performed under continuous competent control in a fabrication shop. Tack welding of primary reinforcing bars together or to stirrups/ties is not permitted. Holding wire weld locations shall not occur on any longitudinal or primary reinforcing nor on any portion of a reinforcing bar that is or will be bent in accordance with ACI 318 Section 25.3 for the extents specified in AWS D1.4 Section 4.2.6.

[DSA-SS] Exception: Mat reinforcing for slabs or iso- lated footings shall be permitted to have holding wires located no more than six bar diameters from the free end of reinforcing. Such free ends shall not be associated with any welded splices, couplers or other free-end modifica- tions involving reinforcement development.

Quality control tests shall be performed on shop-welded specimens by the fabricator. Reinforcing steel specimens containing the holding wire shall be tested for yield and tensile strength at the frequency required by Section 1910A.2. Test reports shall be available on request to the approved agency, design professional and enforcement agency.

19A-4 2022 CALIFORNIA BUILDING CODE

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CONCRETE

No. 5 bar extending the full height and width of the wall panel. Where wall panels do not connect to columns or other wall panels to develop at least 75 percent of the horizontal wall steel as noted below, vertical perimeter bars shall be retained by hooked wall bars.

A continuous tie or bond beam shall be provided at the roof line either as a part of the roof structure or part of the wall panels as described in the next para- graph below. This tie may be designed as the edge member of the roof diaphragm but, in any case, shall not be less than equivalent to two No. 6 bars continu- ous. A continuous tie equivalent to two No. 5 bars mini- mum shall also be provided either in the footing or with an enlarged section of the floor slab.

as described in the next para-_ graph below. This tie may be designed as the edge member of the roof diaphragm but, in any case, shall not be less than equivalent to two No. 6 bars continu- ous. A continuous tie equivalent to two No. 5 bars mini- mum shall also be provided either in the footing or with an enlarged section of the floor slab.

Wall panels of shear wall buildings shall be con- nected to columns or to each other in such a manner as to develop at least 75 percent of the horizontal wall steel. No more than half of this continuous horizontal reinforcing shall be concentrated in bond or tie beams at the top and bottom of the walls and at points of inter- mediate lateral support. If possible, cast-in-place joints with reinforcing bars extending from the panels into the joint a sufficient distance to meet the splice require- ments of ACI 318, Section 25.5.2, for Class A shall be used. The reinforcing bars or welded tie details shall not be spaced over eight times the wall thickness verti- cally nor fewer than four used in the wall panel height. Where wall panels are designed for their respective overturning forces, the panel connections need not comply with the requirements of this paragraph.

Exception: Nonbearing, nonshear panels such as nonstructural architectural cladding panels or column covers are not required to meet the provi- sions of this section.

1905A.1.6 ACI 318, Section 11.9. Modify ACI 318 by adding Section 11.9 as follows:

11.9 – Foundation walls. Horizontal reinforcing of concrete foundation walls for wood-frame or light-steel buildings shall consist of the equivalent of not less than one No. 5 bar located at the top and bottom of the wall. Where such walls exceed 3 feet (914 mm) in height, intermediate horizontal reinforcing shall be provided at spacing not to exceed 2 feet (610 mm) on center. Minimum vertical reinforcing shall consist of No. 3 bars at 24 inches (610 mm) on center.

Where concrete foundation walls or curbs extend above the floor line and support wood-frame or light-steel exterior, bearing or shear walls, they shall be doweled to the foundation wall below with a minimum of No. 3 bars at 24 inches (610 mm) on center. Where the height of the wall above the floor line exceeds 18 inches (457 mm), the wall above and below the floor line shall meet the requirements of ACI 318, Section 11.6 and 11.7.

1905A.1.7 ACI 318, Section 12.7.3. Add Section 12.7.3.4 to ACI 318 as follows:

12.7.3.4 – At least two No. 5 bars in diaphragms having two layers of reinforcement in both directions and one