Section 2115 — ADDITIONAL REQUIREMENTS FOR COMMUNITY

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 in TMS 402/602 are not permitted by DSA: 1. Unreinforced masonry. 2. Autoclaved aerated concrete (AAC) masonry. 3. Empirical design of masonry.

4. Adobe construction.

5. Ordinary reinforced masonry shear walls. 6. Intermediate reinforced masonry shear walls. 7. Prestressed masonry shear walls. 8. Direct design of masonry. 9. Design of masonry infill. 10. Prescriptive design of masonry partition walls. 11. Limit design method. 12. Glass fiber reinforced polymer (GFRP) reinforced masonry.

2115.2 Masonry construction materials. ¶

2115.2.1 Metal reinforcement and accessories. The frequency of sampling for unidentifiable reinforcing bars may alternatively be in accordance with Section 1909.2.3.

2115.2.2 Air entrainment. Air-entraining substances shall not be used in grout.

2115.2.3 Specified compressive strength of masonry and grout. Replace TMS 402 Table 4.3.1 with the following.

TABLE 4.3.1—SPECIFIED COMPRESSIVE STRENGTH REQUIREMENTS

TYPE OF MASONRY	SPECIFIED COMPRESSIVE STRENGTH OF MASONRY	SPECIFIED COMPRESSIVE STRENGTH OF GROUT
Concrete masonry	2,000 psi (13.79 MPa) ≤ f'm ≤ 3,000 psi (20.68 MPa)	f'g ≥ f'm ≤ 5,000 psi (34.47 MPa)
Clay masonry	1,500 psi (10.34 MPa) ≤ f'm ≤ 4,500 psi (31.02 MPa)	f'g≤ 6,000 (41.37 MPa)

2115.3 Construction. ¶

2115.3.1 Masonry construction. Architectural cast stone construction shall be considered as an alternative system.

2115.3.2 Reinforced grouted masonry.

2115.3.2.1 TMS 602, Article 3.3 B Placing mortar and units. Modify TMS 602, Article 3.3 B.2.c as follows: c. Remove masonry protrusions extending greater than [1] / 4 inch ( 6.4 mm) into cells or cavities to be grouted.

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2115.3.2.2 TMS 602, Article 3.4 B Reinforcement. Modify TMS 602, Article 3.4 B.1 through Article 3.4 B.3 as follows:

Support reinforcement to prevent displacement caused by construction loads or by placement of grout or mortar. Reinforcement and embedded items shall be clean, properly positioned and securely anchored against moving prior to grouting.
Completely embed reinforcing bars and embedded items in grout in accordance with Article 3.5.
Maintain clear distance between reinforcing bars and the interior of masonry unit or formed surface of at least [1] / 2 inch (12.7 mm) and a minimum of one bar diameter, except where cross webs of hollow units are used as supports for horizontal reinforcement.

2115.3.2.3 TMS 602, Article 3.4 E Anchor bolts. Replace TMS 602, Article 3.4 E.3 and add Articles 3.4 E.5 and 3.4 E.6 as follows: 3. Anchor bolts in the wythe or face shells of hollow masonry units shall be positioned to maintain a minimum of [1] / 2 inch (12.7 mm) of grout between the bolt circumference, the wythe or the face shell. For the portion of the bolt that is within the grouted cell, maintain a clear distance between the bolt and the face of masonry unit and between the head of the bolt and the formed surface of grout of at least [1] / 4 inch (6.4 mm) when using fine grout and at least [1] / 2 inch (12.7 mm) when using coarse grout. Bolts shall be solidly embedded in grout. 5. Bent bar anchor bolts shall not be allowed. The maximum size anchor shall be [1] / 2 -inch (12.7 mm) diameter for 6-inch (152 mm) nominal masonry, [3] / 4 -inch (19.1 mm) diameter for 8-inch (203 mm) nominal masonry, [7] / 8 -inch (22.2 mm) diameter for 10-inch (254 mm) nominal masonry, and 1-inch (25.4 mm) diameter for 12-inch (305 mm) nominal masonry. 6. Bolts shall be accurately set with templates or by approved equivalent means and held in place to prevent dislocation during grouting.

2115.3.2.4 TMS 602, Article 3.5 A Placing time. Modify TMS 602, Article 3.5 A by adding Article 3.5 A.3 as follows: 3. The grouting of any section of a wall between control barriers shall be completed in one day with no interruptions greater than one hour.

2115.3.2.5 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 construction joint shall be formed by terminating grout a minimum of 1 [1] / 2 inches (38.1 mm) and a maximum of one-half the masonry unit height below a mortar joint, except at the top of the wall. Where bond beams occur, the grout pour shall be terminated a mini- mum 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 (25.4 mm) above reinforcing steel for each grout pour.

2115.3.2.6 TMS 602, Article 3.5 Grout placement. Add the following to TMS 602, Article 3.5:

3.5 I. Additional grouting requirements: 1. Place grout by pumping or an approved alternate method prior to initial set and loss of plasticity. 2. Place grout so that all spaces to be grouted do not contain voids. 3. Grout shall not be handled nor pumped utilizing aluminum equipment unless it can be demonstrated with the materi- als and equipment to be used that there will be no deleterious effect on the strength of the grout.

2115.3.2.7 Reinforced hollow unit masonry.

2115.3.2.7.1 TMS 602, Article 3.5 B Confinement. Add the following to TMS 602, Article 3.5 B: 2. All cells shall be solidly filled with grout in reinforced hollow unit masonry.

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 reinforcement.

2115.4 Quality assurance. ¶

2115.4.1 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 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, including Annex 4, to verify the proportions spec- ified 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 accordance 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 C1714 and must be accompanied by corresponding certificates of compliance with current test reports, material certificates and delivery ticket. Documents shall be provided to the project inspector, DSA certified masonry inspector and laboratory of record. 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. The grout 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 determined by the build- ing official.

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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 above the top of the foun- dation, mortar test shall be permitted to be limited to those at the beginning of masonry work for each mix design. 2115.4.2 Masonry core testing. 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.

se at the beginning of masonry work for each mix design._ 2115.4.2 Masonry core testing. 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 (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 rein- forcement, alternate core locations or means to detect void or delamination shall be selected by the registered design professional and approved by the building official.

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 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, including core specimens where an outside wythe or face shell separates from the grout core prior to shear testing, including during the coring operation. At this condition, a shear value of zero shall be assigned to the separated joint interface and the average unit shear value shall include this result. 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. Additional cores shall be permitted to be taken at the direction of the registered design professional and with approval of the enforcement agency.

Exceptions: 1. Core sampling and testing is not required for nonbearing nonshear masonry walls, not exceeding 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 nondestructive test procedures, shall be permitted to be approved as an alter- native system to detect voids or delamination in grouted masonry in lieu of core sampling and testing.

2115.5 Seismic design. ¶

2115.5.1 TMS 402, Section 5.4.1.4. Replace TMS 402, Section 5.4.1.4 Items (a), (b), (d) & (e) by the following: (a) Vertical reinforcement shall be enclosed by lateral ties at least [3] / 8 in. (12.7 mm) in diameter. (b) Vertical spacing of lateral ties, over the full height of the column, shall not exceed 8 longitudinal bar diameters, 24 lateral tie bar diameters, 8 inches (203 mm), or one-half the least cross-sectional dimension of the member. (d) Lateral ties shall be embedded in grout. (e) Lateral ties shall be located vertically not more than one-half lateral tie spacing above the top of the footing or slab in any story, and shall be spaced not more than one-half a lateral tie spacing nor 2 inches (51 mm) below the lowest horizontal reinforcement in beam, girder, slab, or drop panel above. The top tie shall be within 2 inches (51 mm) of the top of the column.

2115.5.2 TMS 402, Section 7.3.2.5 (i). Replace first sentence of TMS 402, Section 7.3.2.5 (i) by the following: (i) When the ratio of V/F vm A mv for masonry designed in accordance with Chapter 8 or when the ratio V u /ΦV nm for masonry designed in accordance with Chapter 9 exceeds 0.15, or the h w /l w exceeds 0.5, the termination of horizontal reinforcement embedded in grout shall meet one of the following:

2115.5.3 TMS 402, Sections 7.4.4.1 and 7.4.5.1. Replace TMS 402, Section 7.4.4.1 as follows and delete Section 7.4.5.1:

7.4.4.1 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 reinforcement shall be spaced at not more than 24 inches (610 mm) center to center. Where other than running bond is used in reinforced hollow unit masonry, the open-end type of unit shall be used with vertical reinforcement spaced a maximum of 16 inches (406 mm) on 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 (1.2 m) on center, except for locations in Seismic Design Category F, and may be grouted only in cells containing vertical and horizontal reinforcement.

7.4.4.1.1 The minimum reinforcing shall be No. 4, except that No. 3 bars may be used for ties and stirrups. Vertical wall reinforce- ment shall have dowels of equal size and equally matched spacing in all footings. Reinforcement shall be continuous around wall corners and through intersections. Only reinforcement which is continuous in the wall shall be considered in computing the

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minimum area of reinforcement. Reinforcement with splices conforming to TMS 402 shall be considered as continuous reinforcement.

7.4.4.1.2 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 layers, except where designed as retaining walls. Where reinforcement is added above the minimum requirements, such additional reinforcement need not be so divided.

7.4.4.1.3 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 reinforcement required elsewhere.

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

7.4.4.1.5 Joint reinforcement shall not be used as principal reinforcement in masonry.

2115.6 Allowable stress design. ¶

2115.6.1 TMS 402, Section 8.3.4.4 Walls. Modify TMS 402, Section 8.3.4.4 as follows by adding:

Thickness of walls. Stresses shall be determined on the basis of the net thickness of the masonry, with consideration for reduc- tion, such as raked joints.

The thickness of masonry walls shall be designed so that allowable maximum stresses specified in this chapter are not exceeded. Masonry walls shall not exceed the height or length-to-thickness ratio nor be less than the minimum thickness as speci- fied in this chapter and as set forth in Table 8.3.4.4.

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 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.

ss 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 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.

TABLE 8.3.4.4—MINIMUM THICKNESS OF MASONRY WALLS1, 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 over- turning requirements.

2115.7 Glass unit masonry construction. ¶

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

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CALIFORNIA BUILDING CODE – MATRIX ADOPTION TABLE

CHAPTER 21A – 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	6	6	6	6	6	6	6	6	6
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

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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