Section 2115 — California Building Code (Title 24, Part 2)

2115.1 General.¶

In addition to the provisions of this chapter, the following requirements shall apply to community college buildings regulated by the Division of the State Architect- Structural Safety/Community Colleges (DSA-SS/CC).

2115.1.1 Prohibitions. The following design, systems and materials are not permitted by DSA:

1. Unreinforced masonry.

2. Autoclaved aerated concrete (AAC) masonry.

3. Empirical design of masonry and prescriptive design of masonry partition walls.

4. Ordinary reinforced masonry shear walls.

5. Intermediate reinforced masonry shear walls.

6. Prestressed masonry shear walls.

7. Direct design of masonry.

2115.2 Metal reinforcement and accessories.¶

The frequency of sampling for unidentifiable reinforcing bars may alterna- tively be in accordance with Section 1909.2.4.

2115.3 Air entrainment.¶

Air-entraining substances shall not be used in grout unless tests are conducted to determine com- pliance with the requirements of this code.

2115.4 Masonry construction.¶

Architectural cast stone con- struction shall be considered as an alternative system.

2115.5 Grouted masonry.¶

2115.5.1 General conditions. Prior to grouting, the grout space shall be clean so that all spaces to be filled with grout

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.

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do not contain mortar projections greater than ¹ /4 inch (6.4 mm), mortar droppings and other foreign material.

All cells shall be solidly filled with grout.

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 hor- izontal reinforcement.

Reinforcement and embedded items shall be clean, properly positioned and securely anchored against mov- ing prior to grouting. Bolts shall be accurately set with templates or by approved equivalent means and held in place to prevent dislocation during grouting. Reinforce- ment, embedded items and bolts shall be solidly embedded in grout. Anchor bolts in the face shells of hollow masonry units shall be positioned to maintain a minimum of ¹ /2 inch of grout between the bolt and the face shell.

The grouting of any section of wall shall be completed in one day with no interruptions greater than one hour. At the time of laying, all masonry units shall be free of dust and dirt.

Grout pours greater than 12 inches (300 mm) in height shall be consolidated by mechanical vibration during placement to fill the grout space before loss of plasticity, and reconsolidated by mechanical vibration to minimize voids due to water loss. Grout pours less than 12 inches in height may be puddled.

Between grout pours or where grouting has been stopped more than an hour, a horizontal construction joint shall be formed by stopping all wythes at the same eleva- tion and with the grout stopping 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 stopped a minimum of ¹ /2 inch (12.7 mm) below the top of the masonry.

The construction documents shall completely describe grouting procedures, subject to approval of DSA.

2115.6 Aluminum equipment.¶

Grout shall not be handled nor pumped utilizing aluminum equipment 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.

2115.7 Specified compressive strength.¶

The specified com- pressive strength, f 'm, assumed in design shall be not less than 2,000 psi (13.79 MPa) for all masonry construction using materials and details of construction required herein.

In no case shall the f 'm assumed in design exceed 3,000 psi (20.68 MPa).

2115.8 Additional testing requirements.¶

2115.8.1 Mortar and grout tests. At the beginning of all masonry work, at least one test sample of the mortar shall be taken on three successive working days and at least at one-week intervals thereafter. Where mortar is based on a proportion specification, mortar shall be sampled and tested during construction in accordance with ASTM C780 Annex 4 and 5 to verify the proportions specified in ASTM

C270, Table 2. Where mortar is based on a property spec- ification, 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. Mortar sampling and testing is not required for preblended mortars in conformance with ASTM C270 with a valid evaluation report.

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. The grout shall meet the minimum strength requirement given in ASTM C476/TMS 602 Section 2.2 for mortar and grout. Test specimens for grout shall be made as set forth in ASTM C1019.

Additional samples shall be taken whenever any change in materials or job conditions occur, as deter- mined by the building official. When the prism test method is used in accordance with TMS 602 Article 1.4 B.3 or 1.4 B.4 during construction, the tests in this section are not required.

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

2115.8.2 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 pro- fessional.

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 (96 mm) in nominal diameter; 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 void or delami- nation shall be selected by the registered design professional and approved by the building offi- cial.

Visual examination of all cores shall be made by an approved agency and the condition of the cores reported as required by the California Administrative Code. Shear test shall test both joints between the grout core and the outside wythes or face shell of the masonry 28 days after grouting of the sample area using a shear test apparatus acceptable to the enforcement agency. Core samples shall not be soaked before testing. Core samples to be tested shall be stored in sealed plastic bags or non-absorbent containers immediately after coring and for at least 5 days prior to testing. The average unit shear value for each pair of cores (4 shear tests) from each 5,000 square feet of wall

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Where reinforcement is added above the minimum requirements, such additional reinforcement need not be so divided.

In bearing walls of every type of reinforced masonry, there shall be trim reinforcement of not less than one No. 5 bar or two No. 4 bars on all sides of, and adjacent to, every opening which exceeds 16 inches (406 mm) in either direction, and such bars shall extend not less than 48 diameters, but in no case less than 24 inches (610 mm) beyond the corners of the opening. The bars required by this paragraph shall be in addition to the minimum rein- forcement elsewhere required.

When the reinforcement in bearing walls is designed, placed and anchored in position as for columns, the allowable stresses shall be as for col- umns.

Joint reinforcement shall not be used as princi- pal reinforcement in masonry.

2. Minimum reinforcement for masonry columns. The spacing of column ties shall be as follows: not greater than 8 bar diameters, 24 tie diameters, or one half the least dimension of the column for the full column height. Ties shall be at least ³ /8 inch (10 mm) in diameter and shall be embedded in grout. Top tie shall be within 2 inches (51 mm) of the top of the column or of the bottom of the horizontal bar in the supported beam.

3. Anchor bolts. Bent bar anchor bolts shall not be allowed. The maximum size anchor shall be ¹ /2-inch (13 mm) diameter for 6-inch (152 mm) nominal masonry, ³ /4-inch (19 mm) diameter for 8-inch (203 mm) nominal masonry, ⁷ /8-inch (22 mm) diameter for 10-inch (254 mm) nominal masonry, and 1-inch (25 mm) diameter for 12-inch (304.8 mm) nominal masonry.

2115.10 Additional requirements for allowable stress design.¶

2115.10.1 TMS 402. Modify by adding Section 8.3.8 as follows:

8.3.8 – Walls and piers.

Thickness of walls. For thickness limitations of walls as specified in this chapter, nominal thickness shall be used. Stresses shall be determined on the basis of the net thickness of the masonry, with consideration for reduction, such as raked joints.

The thickness of masonry walls shall be designed so that allowable maximum stresses specified in this chap- ter are not exceeded. Also, no masonry wall shall exceed the height or length-to-thickness ratio or the minimum thickness as specified in this chapter and as set forth in Table 2115.10.1.

Piers. Every pier or wall section which width is less than three times its thickness shall be designed and constructed as required for columns if such pier is a structural member. Every pier or wall section which width is between three and five times its thickness or

area (or less) on the cross section of the cores shall not be less than 2.5 √ f ′ m psi.

All cores shall be submitted to an approved agency for examination, even where the core specimens failed during the cutting operation. The approved agency shall report the location where each core was taken, the findings of their visual examination of each core, identify which cores were selected for shear testing, and the results of the shear tests.

Exceptions:

1. Core sampling and testing is not required for nonbearing nonshear masonry walls, not exceed- ing a total wall height of 12 feet above top of foundation, built with single-wythe hollow unit concrete masonry that attaches opposite face shells using webs cast as single unit, when designed using an f ′ m not exceeding 2,000 psi (13.79 MPa).

2. An infrared thermographic survey or other non- destructive test procedures, shall be permitted to be approved as an alternative system to detect voids or delamination in grouted masonry in-lieu of core sampling and testing.

2115.9 Modifications to TMS 402.¶

2115.9.1 Modify TMS 402, Section 7.4.4 as follows:

1. Minimum reinforcement requirements for masonry walls. The total area of reinforcement in reinforced masonry walls shall not be less than 0.003 times the sectional area of the wall. Neither the horizontal nor the vertical reinforcement shall be less than one third of the total. Horizontal and vertical reinforce- ment shall be spaced at not more than 24 inches (610 mm) center to center.

Exception: Reinforced hollow-unit masonry used for freestanding site walls or interior nonbearing nonshear wall partitions shall have horizontal reinforcing spaced not more than 4 feet on cen- ter, except as required by TMS 402 Section 7.4.5 when applicable.

The minimum reinforcing shall be No. 4, except that No. 3 bars may be used for ties and stirrups. Vertical wall reinforcement shall have dowels of equal size and equal matched spacing in all foot- ings. Reinforcement shall be continuous around wall corners and through intersections. Only reinforce- ment which is continuous in the wall shall be consid- ered in computing the minimum area of reinforcement. Reinforcement with splices conform- ing to TMS 402 shall be considered as continuous reinforcement.

Horizontal reinforcing bars in bond beams shall be provided in the top of footings, at the top of wall openings, at roof and floor levels, and at the top of parapet walls. For walls 12 inches (nominal) (305 mm) or more in thickness, horizontal and vertical reinforcement shall be equally divided into two lay- ers, except where designed as retaining walls.

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less than one half the height of adjacent openings shall have all horizontal steel in the form of ties except that in walls 12 inches (305 mm) or less in thickness such steel may be in the form of hair-pins.

2115.11 Glass unit masonry construction.¶

Masonry glass block walls or panels shall be designated for seismic forces. Stresses in glass block shall not be utilized.

TABLE 2115.10.1 MINIMUM THICKNESS OF MASONRY WALLS ^{1, 2}

TYPE OF MASONRY	MAXIMUM RATIO UNSUPPORTED HEIGHT OR LENGTH TO THICKNESS2,3	NOMINAL MINIMUM THICKNESS (inches)
BEARING OR SHEAR WALLS: 1. Stone masonry 2. Reinforced grouted masonry 3. Reinforced hollow-unit masonry	14 25 25	16 6 6
NONBEARING WALLS: 4. Exterior reinforced walls 5. Interior partitions reinforced	30 36	6 4

1. For walls of varying thickness, use the least thickness when determining the height or length to thickness ratio. 2. In determining the height or length-to-thickness ratio of a cantilevered wall, the dimension to be used shall be twice the dimension of the end of the wall from the lateral support. 3. Cantilevered walls not part of a building and not carrying applied vertical loads need not meet these minimum requirements but their design must comply with stress and overturning requirements.

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CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE

CHAPTER 21 A – 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
Adopt entire chapter as amended (amended sections listed below)
Adopt only those sections that are listed below
Chapter / Section
2113_A_.9.2

The state agency does not adopt sections identified with the following symbol: 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.

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264 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.

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CHAPTER 21 A

MASONRY

2101 A .3 Special inspection. The special inspection of masonry shall be as defined in Chapter 17 A, or an itemized testing and inspection program shall be provided that meets or exceeds the requirements of Chapter 17 A .