Chapter 21 — MASONRY

(Matrix Adoption Tables are nonregulatory, intended only as an aid to the code user.

See Chapter 1 for state agency authority and building applications.)

Adopting agency	BSC	BSC- CG	SFM	HCD			DSA			OSHPD						BSCC	DPH	AGR	DWR	CEC	CA	SL	SLC
Adopting agency	BSC	BSC- CG	SFM	1	2	1/AC	AC	SS	SS/CC	1	1R	2	3	4	5	5	5	5	5	5	5	5	5
Adopt entire chapter	X			X	X								X
Adopt entire chapter as amended (amended sections listed below)									X		X	X			X
Adopt only those sections that are listed below			X																	X
Chapter / Section
2101.1.1									X
2101.1.2									X		X	X			X
2101.1.3									X
2101.1.4									X
2101.2											X	X			X
2101.2.2											X	B			X
2103.4											X	B			X
2103.5											X	B			X
2104.1											X	B			X
2104.2											X	B			X
2104.3											X	X			X
2105.2											X	B			X
2105.3											X	B			X
2105.4											X	B			X
2106.1.1											X	B			X
2106.1.2											X	B			X
2106.1.3											X	B			X
2107.1											X	B			X
2107.4											X	X			X
2107.5											X	B			X
2107.6											X	X			X
2107.7											X	B			X
Table 2107.5											X	X			X
2108.4											X	B			X
2109											X	X			X
2109.2.4.8.2																				X
2110.1											X	X			X
2113.9.2			X
2115									X

The Office of the State Fire Marshal’s adoption of this chapter or individual sections is applicable to structures regulated by other state agencies pursuant to Section 1.11. (A & B) – OSHPD (HCAI) delineates that OHSPD 2 is either designated as an OSHPD 2A or 2B. See Ch. 1, Div. I, Section 1.10 for additional information.

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21-2 2022 CALIFORNIA BUILDING CODE

CHAPTER 21

MASONRY

User notes:

About this chapter: Chapter 21 establishes minimum requirements for masonry construction. The provisions address: material specifications and test methods; types of wall construction; criteria for engineered and empirical designs; and required details of construction, including the execution of construction. The provisions provide a framework for applying applicable standards to the design and construction of masonry structures. Masonry design methodologies including allowable stress design, strength design and empirical design are covered by the provi- sions of this chapter. Also addressed are masonry fireplaces and chimneys, masonry heaters and glass unit masonry.

Code development reminder: Code change proposals to this chapter will be considered by the IBC—Structural Code Development Commit- tee during the 2022 (Group B) Code Development Cycle.

2105.3 Mortar and grout tests.¶

2105.3 Mortar and grout tests. [OSHPD 1R, 2B & 5] TMS 602, Article 1.4 B Compressive strength determination. Modify TMS 602, Article 1.4 B as follows by adding:

5. Additional testing requirements:

a. At the beginning of all masonry work, at least one test

sample of the mortar shall be taken on 3 successive working days and at 1-week intervals thereafter. Where mortar is based on a proportion specification, mortar shall be sampled and tested during construction in accordance with ASTM C780, including Annex 4, to verify the proportions specified in ASTM C270, Table 2. Where mortar is based on a property specification, mortar shall be laboratory prepared and tested prior to construction in accordance with ASTM C780 to verify the properties specified in ASTM C270, Table 1 and field sampled and tested during construction in accor- dance with ASTM C780 to verify the proportions with the laboratory tests.

b. Samples of grout shall be taken for each mix design,

each day grout is placed, and not less than every 5,000 square feet (464.5 m ² ) of masonry wall area. They shall meet the minimum strength requirement given in ASTM C476/TMS 602 Section 2.2 or greater as specified.

c. Additional samples shall be taken whenever any

change in materials or job conditions occur, as deter- mined by the building official.

d. Test specimens for mortar and grout shall be made as

set forth in ASTM C780/C1586 and ASTM C1019. When the prism test method is used in accordance with TMS 602, Article 1.4 B.3 during construction, the tests in this section are not required.

Exception: For nonbearing nonshear masonry walls not exceeding total wall height of 12 feet (3658 mm) above top of foundation, mortar test shall be permitted to be limited to those at the beginning of masonry work for each mix design.

2105.4 Masonry core testing¶

. [OSHPD 1R, 2B & 5] Not less than two cores shall be taken from each building for each 5,000 square feet (465 m ² ) of the masonry wall area or frac- tion thereof. The approved agency shall perform or observe the coring of the masonry walls and sample locations shall be subject to approval of the registered design professional.

Core samples shall comply with the following:

1. Cored no sooner than 7 days after grouting of the selected area;

2. Be a minimum of 3 ³ /4 inch (95.25 mm) nominal diame- ter; and

3. Sampled in such a manner as to exclude any masonry unit webs, mortar joint or reinforcing steel. If all cells contain reinforcement, alternate core locations or means to detect voids or delamination shall be selected

MASONRY

c. The grouting of any section of a wall between

control barriers shall be completed in 1 day with no interruptions greater than 1 hour.

d. For multiple grout lifts within a grout pour,

each grout lift height of wall, column, pier or beam shall be inspected before placement of additional units.

e. Cleanout openings shall be provided at the

bottom of each pour of grout.

2104.2.5 TMS 602, Article 3.5 F.1 Grout key. Replace TMS 602, Article 3.5 F.1 as follows:

1. Between grout pours or where grouting has been stopped more than an hour, a horizontal construc- tion joint shall be formed by terminating grout a minimum of 1 ¹ /2 inches (38 mm) below a mortar joint, except at the top of the wall. Where bond beams occur, the grout pour shall be terminated a minimum of ¹ /2 inch (12.7 mm) below the mortar joint. Horizontal reinforcement shall be placed in bond beam units with a minimum grout cover of 1 inch (25 mm) above reinforcing steel for each grout pour.

2104.3 Aluminum equipment. [OSHPD 1R, 2 & 5]¶

Grout shall not be handled nor pumped utilizing aluminum equip- ment unless it can be demonstrated with the materials and equipment to be used that there will be no deleterious effect on the strength of the grout.

2109.2 Adobe construction.¶

Adobe construction shall comply with this section and shall be subject to the requirements of this code for Type V construction, Appendix A of TMS 402, and this section.

2109.2.1 Unstabilized adobe. Unstabilized adobe shall comply with Sections 2109.2.1.1 through 2109.2.1.4.

2109.2.1.1 Compressive strength. Adobe units shall have an average compressive strength of 300 psi (2068 kPa) when tested in accordance with ASTM C67. Five samples shall be tested and individual units are not permitted to have a compressive strength of less than 250 psi (1724 kPa).

2109.2.1.2 Modulus of rupture. Adobe units shall have an average modulus of rupture of 50 psi (345 kPa) when tested in accordance with the following procedure. Five samples shall be tested and individual units shall not have a modulus of rupture of less than 35 psi (241 kPa).

2109.2.1.2.1 Support conditions. A cured unit shall be simply supported by 2-inch-diameter (51 mm) cylindrical supports located 2 inches (51 mm) in from each end and extending the full width of the unit.

2109.2.1.2.2 Loading conditions. A 2-inch-diameter (51 mm) cylinder shall be placed at midspan parallel to the supports.

2109.2.1.2.3 Testing procedure. A vertical load shall be applied to the cylinder at the rate of 500 pounds per minute (37 N/s) until failure occurs.

2109.2.1.2.4 Modulus of rupture determination. The modulus of rupture shall be determined by the equation:

where, for the purposes of this section only:

Sw = Width of the test specimen measured parallel

to the loading cylinder, inches (mm).

fr = Modulus of rupture, psi (MPa).

Ls = Distance between supports, inches (mm).

St = Thickness of the test specimen measured

parallel to the direction of load, inches (mm).

P = The applied load at failure, pounds (N).

2107.7 Masonry Compressive Strength. [OSHPD 1R, 2B¶

& 5] The specified compressive strength of structural masonry, f ′ m, shall be equal to or exceed 1,500 psi (10.34 MPa). The value of f ′ m used to determine nominal strength value in this chapter shall not exceed 3,000 psi (20.7 MPa) for concrete masonry and shall not exceed 4,500 psi (31.03 MPa) for clay masonry.

2105A.3 Mortar and grout tests.¶

TMS 602, Article 1.4 B Compressive Strength Determination. Modify TMS 602, Article 1.4 B as follows by adding:

5. Additional testing requirements:

a. At the beginning of all masonry work, at least one test

sample of the mortar shall be taken on 3 successive working days and at least at 1-week intervals thereaf- ter. Where mortar is based on a proportion specifica- tion, mortar shall be sampled and tested during construction in accordance with ASTM C780, including Annex 4, to verify the proportions specified in ASTM C270, Table 2. Where mortar is based on a property specification, mortar shall be laboratory prepared and tested prior to construction in accordance with ASTM C780 to verify the properties specified in ASTM C270, Table 1 and field sampled and tested during construc- tion in accordance with ASTM C780 to verify the pro- portions with the laboratory tests. [DSA-SS] Mortar sampling and testing is not required for preblended mortars in conformance with ASTM C270 with a valid evaluation report.

b. Samples of grout shall be taken for each mix design,

each day grout is placed, and not less than every 5,000 square feet of masonry wall area. They shall meet the minimum strength requirement given in ASTM C476/TMS 602, Section 2.2, or greater as specified.

c. Additional samples shall be taken whenever any

change in materials or job conditions occur, as deter- mined by the building official.

d. Test specimens for mortar and grout shall be made as

set forth in ASTM C780/C1586 and ASTM C1019. When the prism test method is used in accordance with TMS 602, Article 1.4 B.3 during construction, the tests in this section are not required.

Exception: For nonbearing non-shear masonry walls not exceeding total wall height of 12 feet above top of foundation, mortar tests shall be permitted to be limited to those at the beginning of masonry work for each mix design.

2105A.4 Masonry core testing.¶

Not less than two cores shall be taken from each building for each 5,000 square feet (465 m ² ) of the masonry wall area or fraction thereof. The approved agency shall perform or observe the coring of the masonry walls and sample locations shall be subject to approval of the registered design professional.

Core samples shall comply with the following:

1. Cored no sooner than 7 days after grouting of the selected area;

2. Be a minimum of 3 ³ /4 inches in nominal diameter; and

3. Sampled in such a manner as to exclude any masonry unit webs, mortar joint, or reinforcing

2104A.1.3.11 Reinforced hollow-unit masonry.

2104A.1.3.11.1 TMS 602, Article 2.3 A & 2.3 B Masonry unit materials. Add the following to TMS 602, Articles 2.3 A and 2.3 B:

1. The depth of the bond beam channel below the top of the unit in hollow-unit masonry shall be 1 ¹ /2 inches (38 mm) minimum and the width shall be 3 inches (76 mm) minimum.

2104A.1.3.11.2 TMS 602, Article 3.5 B Confine- ment. Add the following to TMS 602, Article 3.5 B:

1. All cells shall be solidly filled with grout in reinforced hollow-unit masonry [OSHPD 1 & 4] and shall be constructed using single or double open-end units, except single open-end units shall be used at wall intersections, cor- ners and similar conditions.

Exception: Reinforced hollow-unit masonry laid in running bond used for freestanding site walls or interior nonbearing non-shear wall partitions may be grouted only in cells containing vertical and horizontal reinforce- ment.

2. Vertical cells to be filled shall have vertical alignment sufficient to maintain a clear grout space dimension of not less than that given in Section 2103A.3.1.