CBC · California Building Code

Bond beams, anchor bolts, cleanouts and aluminum equipment restrictions

In plain terms: the CBC requires you to terminate grout at specific depths at construction joints and at bond beams, provide at least 1" of grout cover over horizontal reinforcement in bond beams, install anchor bolts with minimum grout clearances and size limits, include bottom‑course cleanouts for each grout pour (and clean/seal them before grouting), and not handle/pump grout with aluminum equipment unless testing shows it won't weaken the grout. All of these are established in the masonry sections cited above (§ 2104.2.4, § 2104.3 and related CBC text) .

Ask a question free See coverage

Last reviewed: July 5, 2026

What the code requires — 2-4 sentences

The California Building Code requires specific grout‑pour and bond‑beam termination rules (including minimum termination depths and minimum grout cover over reinforcement) under § 2104.2.4. Anchor bolts installed in grouted masonry must be positioned and embedded to provide minimum grout clearances, size limits and secure setting, per the TMS modifications adopted in the CBC (see § 2104 and the TMS replacement language). Grout cleanouts at the bottom course are required for each grout pour in grouted masonry; and grout shall not be handled or pumped using aluminum equipment unless testing demonstrates no deleterious effect, per § 2104.3. See the cited CBC text for the exact dimensions and conditions referenced below (§ 2104.2.4, § 2104.3, § 2104) .

Requirements in detail

Bond beams and grout‑pour / grout‑key (termination) requirements

  • When grouting is stopped more than one hour or between pours, a horizontal construction joint must 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 minimum of 1/2 inch (12.7 mm) below the mortar joint. Horizontal reinforcement placed in bond beam units requires a minimum grout cover of 1 inch (25.4 mm) above reinforcing steel for each grout pour. These requirements are adopted as a replacement to TMS 602 Article 3.5 F.1 in § 2104.2.4 .

Decision‑relevant values (quick table)

Item Required value Where/when used Code Reference
Minimum grout termination between pours 1-1/2 in (38.1 mm) Horizontal construction joint between pours § 2104.2.4
Maximum grout termination depth ≤ 1/2 unit height Same as above § 2104.2.4
Minimum grout termination at bond beam 1/2 in (12.7 mm) below mortar joint Where bond beams occur § 2104.2.4
Minimum grout cover over horizontal reinforcement 1 in (25.4 mm) per grout pour Bond beam units § 2104.2.4

Notes: These are prescriptive minimums adopted in the CBC as modifications to the TMS language; designers must follow them unless an approved alternative is submitted to the enforcement agency (§ 2104.2.4 text) .

Anchor bolts (placement, clearances, sizing and setting)

  • Anchor bolts located in wythe or face shells of hollow masonry must maintain a minimum of 1/2 inch (12.7 mm) of grout between the bolt circumference and the wythe or face shell. For the portion of the bolt within a grouted cell, maintain a clear distance between the bolt and the face of the 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. Bent‑bar anchor bolts are not allowed, and the code lists maximum allowable anchor diameters by nominal masonry thickness (e.g., 1/2" for 6" units, 3/4" for 8" units, 7/8" for 10" units, 1" for 12" units). Anchor bolts must be accurately set and held in place during grouting. These provisions are adopted in the CBC modifications to TMS 602 (see the CBC TMS replacements under § 2104 and § 2104A.1.3.x) .

Decision‑relevant values (quick table)

Item Required value Where/when used Code Reference
Minimum grout to bolt (wythe/face shell) 1/2 in (12.7 mm) Bolt in wythe/face shell of hollow masonry § 2104A.1.3.4 (TMS 602 Art. 3.4 E)
Clear distance in grouted cell (fine grout) 1/4 in (6.4 mm) Bolt/head to formed grout surface for fine grout § 2104A.1.3.4
Clear distance in grouted cell (coarse grout) 1/2 in (12.7 mm) Bolt/head to formed grout surface for coarse grout § 2104A.1.3.4
Max anchor bolt diameters (nominal unit) 6" → 1/2"; 8" → 3/4"; 10" → 7/8"; 12" → 1" Size limits for bent‑bar prohibition and max diameters § 2104A.1.3.4
Anchors: embedment and setting Bolts solidly embedded; set accurately with templates or approved means and held during grouting General anchor setting requirement § 2104A.1.3.4

Cleanouts (grout access and sealing)

  • Cleanouts are required in the bottom course of masonry for each grout pour when the pour height exceeds the limits set elsewhere in the CBC (the code cross‑references Section 2104A.1.3.5 for pour height limits). Cleanout openings in hollow unit masonry shall be provided in every cell at the bottom of each pour; alternatively, if the bottom course of the pour is entirely inverted double open‑end bond beam units, cleanouts are required only for access to every reinforced cell. For multi‑wythe masonry, cleanouts may be provided by leaving out every other unit in the bottom wythe of the section being poured or by cleanout openings in the foundation. The foundation or other horizontal construction joints at the cleanouts must be cleaned of loose material and mortar droppings before each pour; cleanouts shall be sealed after inspection and before grouting. These requirements are stated in the CBC modifications to TMS 602 Article 3.2 F (see § 2104A.1.3.1 and related CBC text) .

Decision‑relevant values (quick table)

Item Required action/value Where/when used Code Reference
Cleanouts required Provide cleanouts in bottom course for each grout pour when pour height exceeds limits Grouted masonry pours § 2104A.1.3.1 (TMS 602 Art. 3.2 F)
Hollow‑unit cleanouts Cleanout openings in every cell at bottom of each pour (unless inverted bond beam full course) Hollow unit masonry pours § 2104A.1.3.1
Multi‑wythe option Leave out every other unit in bottom wythe or provide foundation cleanouts Multi‑wythe masonry § 2104A.1.3.1
Clean & seal Clean loose material before pour; seal after inspection and before grouting At each pour / cleanout § 2104A.1.3.1

Aluminum equipment restriction for grout handling

  • Grout shall not be handled or pumped using aluminum equipment unless it can be demonstrated with the specific materials and equipment to be used that there will be no deleterious effect on the strength of the grout. This CBC restriction is explicitly stated in § 2104.3 (modification to TMS/OSHPD text) and requires demonstration/testing before aluminum equipment is used for grout handling or pumping .

Exceptions & special cases

  • The code allows alternate procedures or materials only if approved — for example, the grout cover/termination and grout handling restrictions are prescriptive in the CBC as replacements to TMS language; any alternative must be demonstrated and approved by the enforcement agency (the CBC text replaces or modifies TMS provisions in the cited sections) (§ 2104.2.4, § 2104.3) .
  • For cleanouts, the code permits the inverted double open‑end bond beam bottom course to reduce the number of required cleanout openings (access only to each reinforced cell), but only if that condition is met in the field (§ 2104A.1.3.1) .
  • The CBC cross‑references grout pour height limits (which trigger the cleanout requirement) to § 2104A.1.3.5; designers must check that section for pour height numeric limits and pour sequencing requirements. The portion of that section was referenced in the cleanout clause but not fully reproduced in the excerpts available here; consult § 2104A.1.3.5 for the pour‑height numeric limits .

If you need the exact pour‑height numeric limits in § 2104A.1.3.5 (Item 3), say so and I will retrieve that text; the cleanout provision refers to that section but the full pour‑height numbers are not in the excerpt shown above .

Common mistakes

  • Assuming bond‑beam grout termination rules are the same as general pour rules — bond beams have a different minimum termination depth (1/2 in) and require minimum 1 in grout cover over horizontal reinforcement per grout pour (§ 2104.2.4) .
  • Forgetting to provide cleanouts for every grouted cell at the bottom of a pour in hollow unit masonry, or failing to clean and seal cleanouts before grouting (§ 2104A.1.3.1) .
  • Using aluminum pumps or handling equipment without documented demonstration that the aluminum will not adversely affect grout strength — the code requires demonstration before use (§ 2104.3) .
  • Setting anchor bolts without required grout clearances or failing to hold bolts accurately during grouting — these are explicitly prohibited/required (minimum grout clearances, embedment, no bent‑bar anchors, size limits) (§ 2104A.1.3.4) .

Worked example — concrete scenario applying the rule with numbers

Scenario: You are constructing a reinforced concrete masonry wall using 8‑inch nominal hollow CMUs with a bond beam at 8 feet elevation. You will place horizontal reinforcement in the bond beam and will grout in 4‑foot‑high pours.

Apply the code:

  • Grout termination at the bond beam: terminate grout a minimum of 1/2 inch (12.7 mm) below the mortar joint at the bond beam (§ 2104.2.4) .
  • Grout cover over horizontal reinforcement in the bond beam: provide at least 1 inch (25.4 mm) of grout cover above the reinforcing steel for this pour (§ 2104.2.4) .
  • Anchor bolts placed in wythe or face shells: for 8‑inch masonry maintain a minimum 1/2 inch (12.7 mm) of grout between the bolt circumference and the wythe; the code also limits maximum bolt diameter to 3/4 inch for 8‑inch nominal units and requires the bolt head and bolt to be clear of formed grout surfaces at least 1/4 inch for fine grout or 1/2 inch for coarse grout (§ 2104A.1.3.4) .
  • Cleanouts: because your pour height exceeds the pour‑height limits that trigger cleanouts (consult § 2104A.1.3.5 for numeric pour‑height limits — the cleanout rule applies when those limits are exceeded), provide cleanout openings in every cell at the bottom course for the pour, clean the foundation/joint of loose material, inspect, then seal the cleanouts prior to grouting (§ 2104A.1.3.1) .
  • Aluminum handling: if you intend to use an aluminum grout pump or aluminum hose/pipe, you must demonstrate with the specific materials and equipment that no deleterious effect on grout strength will occur before using them (§ 2104.3) .

If you want, I can run the same scenario but add a checklist for the inspector (what to verify in the field) tied to the exact CBC language cited above.

Related provisions

  • § 2104 — Masonry construction / general construction requirements (Chapter 21) .
  • § 2104.2.4 — TMS 602, Article 3.5 F.1 (Grout key / bond beam termination and grout cover) .
  • § 2104.3 — Aluminum equipment restriction for grout handling/pumping (no aluminum unless demonstrated safe) .
  • § 2104A.1.3.1 — TMS 602, Article 3.2 F (Cleanouts: required cleanouts, sealing, inspection) .
  • § 2104A.1.3.4 — TMS 602, Article 3.4 E (Anchor bolts: clearances, embedment, size limits, setting requirements) .
  • § 2104A.1.3.5 — TMS 602, Article 3.5 C (Grout pour height — cross‑referenced by the cleanout rule) — consult this for numeric pour height limits (text not fully reproduced in the excerpt) .

Code references

Grounded in the retrieved California Building Code — click a citation to read the verbatim passage:

  • CBC § 12.7 High relevance — show source text

    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.

    2104.2.4 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 minimum of [1] / 2

    2025 CALIFORNIA BUILDING CODE 21-5

    on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

    MASONRY

    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.

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

    SECTION 2105—QUALITY ASSURANCE

    2105.1 General. A quality assurance program shall be used to ensure that the constructed masonry is in compliance with the approved construction documents.

    The quality assurance program shall comply with the inspection and testing requirements of Chapter 17 and TMS 602. 2105.2 Compressive strength , f ′ m . [OSHPD 1R, 2 & 5] Testing of masonry shall be provided in accordance with TMS 602, Article 1.4 B.

    Exception: Where values of f ′ m greater than 2,000 psi (13.79 MPa) are used in the design of reinforced grouted multi-wythe masonry and reinforced hollow unit masonry, they shall be based on prism test results in accordance with TMS 602, Article 1.4 B.3 submitted by the architect or engineer to the enforcement agency which demonstrate the ability of the proposed construction to meet prescribed performance criteria for strength exceed 3,000 psi (20.7 MPa).

  • CBC § 3.5. High relevance — show source text

    Rein- forcement and embedded items shall be clean, properly positioned and securely anchored against movement prior to grouting. Bolts shall be accurately set with templates or by approved equivalent means and held in place to prevent dislo- cation during grouting. 2. Completely embed reinforcing bars and embedded items in grout in accordance with Article 3.5. 3. 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.

    2104.2.3 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.

    2104.2.4 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 minimum of [1] / 2

    2025 CALIFORNIA BUILDING CODE 21-5

    on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

    MASONRY

  • CBC § 2.3. High relevance — show source text

    1 to 2.3._ Exception: The gap-to-side plate thickness ratio shall be permitted to be modified for moment connections with unequal beam sizes on opposite sides of the column or when orthogonal beams acting as drag connections frame into the side plate. 8. Demand critical fillet welds {2}, {5}, {5a} and {7} shall have Magnetic Particle Testing (MT) in accordance with AWS D1.1 for procedure, technique and acceptance. Inspect the beginning and end of these welds for a 6-inch length, plus any location along the length of the weld where a start and restart is visually noted for a distance of 6 inches on either side of the start/stop location.

    2202.4.3 Modifications to AISC 358 Chapter 11 Bolted Moment Connection The bolted sideplate steel moment connection shall be permitted, provided: 1. The beams shall consist of either rolled or built-up wide flange sections. Columns shall consist of rolled or built-up wide flange sections or noncomposite built-up box or HSS with a minimum wall thickness of [3] / 4 inch (19 mm), or satisfy the requirements of width-to-thickness ratios of highly ductile members in AISC 341-16. 2. The biaxial dual-strong axis and column minor axis configurations of the moment connection shall be considered as an alternative system. 3. For SMF and IMF systems, on the sideplate standard or configuration A the U-shaped cover plates shall be used with the k dimension extension. The k dimension extension length is defined as beam depth d b /6, rounded to the nearest [1] / 2 inch (12.7 mm).

    4. The hinge-to-hinge span to beam depth, L h /d, shall be greater than or equal to 4.5. 5. The width-to-thickness ratios for beam flanges shall not be less than 3.5. Exception: For width-to-thickness ratios less than 3.5 the C pr shall be calculated in accordance with that for welded side- plate connections but in no case shall the width-to-thickness ratio be less than 3.0. 6. The minimum bolt-to-bolt spacing shall not be less than 3 bolt diameters. 7. The extension of the side plates beyond the face of the column shall be within the range of 0.65d to 1.5d. 8. The gap-to-side plate thickness ratio shall range from 2.1 to 2.3.

    Exception: The gap-to-side plate thickness ratio shall be permitted to be modified for moment connections with unequal beam sizes on opposite sides of the column or when orthogonal beams acting as drag connections frame into the side plate. 9. Demand Critical fillet welds {2}, {5}, {5a} and {8} shall have Magnetic Particle Testing (MT) in accordance with AWS D1.1 for procedure, technique and acceptance. Inspect the beginning and end of these welds for a 6-inch (152 mm) length, plus any location along the length of the weld where a start and restart is visually noted for a distance of 6 inches (152 mm) on either side of the start/stop location. 10. The connection specific factor to account for peak connection strength, C pr _, shall be between 1.15 and 1.35.

  • CBC § 0.80 High relevance — show source text

    Frame beam member nominal moment strengths (M_ n ) used for gravity and design wind loading for the bolted sideplate connection using Class A or Class B faying surfaces shall be taken as 0.80 F y Z for frame beams up to 300 plf and 0.60 F y Z for frame beams greater than 300 plf. 13. For moment frame beams with maximum beam shear greater than 90 percent of the vertical bolt shear capacity, a second- ary check is to be provided to confirm the vertical bolt shear capacities are sufficient. 14. Bolted sideplate connections used on heavy-shallow frame beams for beams greater than 200 plf and shallower than 24 inches (610 mm) in depth shall be considered as an alternative system. 15. Skewed beams shall utilize the link-beam fabrication method with CJP welded splices for skew angles. The skew angle shall be less than 15 degrees. 16. For two-sided bolted sideplate connections sharing the same side plates at the same height and depth across the column, the vertical offset in the beams shall not exceed 10 inches (254 mm).

    2202A.4.4 Modifications to AISC 358 Chapter 12. The Simpson Strong-Tie (SST) Strong Frame bolted moment connection shall be permitted, provided: 1. Only T-stub yield links are permitted. End plate yield links are not permitted. 2. The biaxial dual-strong axis and column minor axis configurations of the moment connection shall be considered as an alternative system. 3. Beam flange width-to-thickness ratio shall satisfy AISC 341 Table D1.1b. 4. Yield-Link stem-to-beam flange connection bolts shall not slip under wind design demand loads. Yield-Link stem to beam flange connection shall be designed to prevent slip using AISC 360 Equation J3-4, where the slip resistance, μ , is taken to be 0.3.

    5. Double shear plate connection is permitted to increase connection axial capacity for collector loads. A partial joint penetra- tion (PJP) groove weld for second shear plate is permissible due to space restrictions.

    2202A.4.5 Modifications to AISC 358 Chapter 15. The DuraFuse Frames (DFF) bolted moment connection shall be permitted, provided: 1. The biaxial dual-strong axis and column minor axis configurations of the moment connection shall be considered as an alternative system.

    2025 CALIFORNIA BUILDING CODE 22A-5

    on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

    �

    STEEL

    2. DFF connection bolts shall not slip under wind design demand loads. The connection shall be designed to prevent slip using AISC 360 Equation J3-4, where the slip resistance is taken to be 0.3. 3. Beam flange width-to-thickness ratio shall satisfy AISC 341 Table D1.1b. 4. The beam weight shall be limited to a maximum of 232 pounds per foot (345 kg/m).

    2202A.5 Modifications to AISC 341. [DSA-SS]

    2202A.5.1 Section B5. Modify exception of Section B5.2(a) as follows:

  • CBC § 2103A.6 Medium relevance — show source text

    2103A.6 Specified compressive strength of masonry and grout . Replace TMS 402 Table 4.3.1 by the following:

    TABLE 4.3.1—SPECIFIED COMPRESSIVE STRENGTH REQUIREMENTS Col2 Col3
    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)

    SECTION 2104 A —CONSTRUCTION

    2104 A .1 Masonry construction. Masonry construction shall comply with the requirements of Sections 2104 A .1.1 through 2104 A .1.3 and with the requirements of either TMS 602 or TMS 604.

    2104 A .1.1 Support on wood. Masonry shall not be supported on wood girders or other forms of wood construction except as permitted in Section 2304 A .13.

    2104 A .1.2 Molded cornices. Unless structural support and anchorage are provided to resist the overturning moment, the center of gravity of projecting masonry or molded cornices shall lie within the middle one-third of the supporting wall. Terra cotta and metal cornices shall be provided with a structural frame of approved noncombustible material anchored in an approved manner.

    2104A.1.3 Reinforced grouted masonry.

    2104A.1.3.1 [DSA-SS] TMS 602, Article 3.2 F Cleanouts. Replace TMS 602, Article 3.2 F with the following:

    3.2 F. Cleanouts - Provide cleanouts in the bottom course of masonry for each grout pour when the grout pour height exceeds the height limits given in Section 2104A.1.3.5 Item 3. 1. Cleanout openings in hollow unit masonry shall be provided in every cell at the bottom of each pour of grout. Alterna- tively, if the course at the bottom of the pour is constructed entirely of inverted double open-end bond beam units, cleanout openings need only be provided for access to every reinforced cell at the bottom of each pour of grout. 2. Cleanouts in multi-wythe masonry shall be provided for each pour by leaving out every other unit in the bottom wythe of the section being poured or by cleanout openings in the foundation. 3. The foundation or other horizontal construction joints at the cleanouts shall be cleaned of all loose material and mortar droppings before each pour. The cleanouts shall be sealed after inspection and before grouting.

  • CBC § 1603.1 Medium relevance — show source text

    Construction documents 1603.1,

    1901.5 Durability 1904 Footings 1809, 1906 Foundation walls 1807.1.5, 1808.8 Materials 1705.3.2, 1901, 1903 Plain, structural 1906 Reinforced gypsum concrete 2514 Rodentproofing Appendix F Roof tile 1504.3, 1507.3, 1513 Shotcrete 1908 Slabs-on-ground 1907 Special inspections 1705.3, Table 1705.3 Specifications 1903 Strength testing 1705.3.2 Structural concrete with GFRP

    reinforcement 1901.2.1 Wood support 2304.13 Concrete Masonry Calculated fire resistance 722.3

    Construction 2104

    Design 2101.2, 2108, 2109 Materials 2103.1 Surface bonding 2103.2.2, 2109.2 Wood support 2304.13 Concrete Roof Tile 1504.3, 1507.3, 1513 Wind Resistance 1504.3, 1609.6.3.1 Condominium (see Apartment Houses) Conduit, Penetration Protection 713.3,

    1023.5 Conflicts in Code 102, 104.2.4.1 Congregate Living Facilities 310.2, 310.3, 310.4

    Construction (See Safeguards During Construction) Construction Documents 107, 1603 Alarms and detection 907.1.1

    Balconies 107.2.5

    Concrete construction 1901.5 Design load-bearing capacity 1803.6 Exterior walls 107.2.4

    Fire protection 107.2.2 Fire-resistant joint systems 715 Flood 107.2.6.1, 1603.1.7 Floor live load 1603.1.1

    Geotechnical 1603.1.6 Means of egress 107.2.3

    INDEX-4 2025 CALIFORNIA BUILDING CODE

    on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

    INDEX

    Parking structures 402.4.1.3, 402.4.2.3 Perimeter line 402.1.1 Play structures 402.6.3, 424 Separation 402.4.2 Signs 402.6.4 Smoke control 402.7.2 Sprinkler protection 402.5 Standby power 402.7.3 Standpipe system 402.7.1, 905.3.3 Travel distance 402.8.5, 1006.2.1, 1006.3, 1017.2 Covered Walkway (see Pedestrian Walkway) 3104, 3306.7 Crawl Space

    Access 1209.1

    Drainage 1805.1.2 Unusable space fire protection 711.2.6 Ventilation 1202.4 Cripple Wall 2308.10.6, 2308.10.8.3, 2308.2.7, 2308.9.6 Cross-Laminated Timber 602.4, 602.4.4.2,

    2303.1.4

  • CBC § 3106.3 Medium relevance — show source text

    Roof construction 3106.3 Masonry Chapter 21A Adhered veneer 1404.11

    Adobe 2109 Anchorage 1604.8.2 Anchored veneer 1404.7

    Architectural cast stone 2103.1

    Calculated fire resistance 722.4 Chimneys 2113 Construction 2104 Dampproofing 1805.2.2 Design, methods 2101.2, 2107, 2108, 2109

    Fire resistance, calculated 722.3.2,

    722.3.4

    Fireplaces 2111 Floor anchorage 1604.8.2 Foundation walls 1807.1.5

    Foundations, adobe 2109.2.4.5 Glass unit 2110

    Heaters 2112

    Inspection, special 1705.4 Joint reinforcement 2103.4

    Materials 603.1, 2103 Penetrations 714 Quality assurance 2105 Rodentproofing Appendix F Roof anchorage 1604.8.1 Seismic provisions 2106 Serviceability 1604.3.4 Supported by wood 2104.1.1, 2304.13 Surface bonding 2103.2.2 Veneer 1404.11, 1404.7, 2101.2.1,

    2308.10.10 Wall anchorage 1604.8.2 Waterproofing 1805.3.2 Mass Notification Systems 917 Mass Timber 508, 509, 602, 703, 718, 722 Materials

    Alternates 104.2.3

    Aluminum Chapter 20 Concrete Chapter 19, Chapter 19A Glass and glazing Chapter 24 Gypsum Chapter 25 Masonry Chapter 21, Chapter 21A Noncombustible 703.4

    Plastic Chapter 26 Steel Chapter 22, Chapter 22A Testing (see Testing) 1707 Wood Chapter 23 Materials and Construction Methods for Exterior Exposure Chapter 7A Means of Appeals 113, Appendix B Means of Egress Chapter 10, 202 Accessible 1009, 2702.2 Aircraft related 412.2.2, 412.2.5.1, 412.4.2, 412.6.1, 412.7.3 Alternating tread device 412.7.3, 1006.2.2.1, 1006.2.2.2, 1011.14 Ambulatory care facilities 422.3.1, 422.3.3 Assembly 1009.1, 1030 Atrium 404.9, 404.11, 707.3.6 Capacity 1005.3

    Laboratories

    Classification of 304.1, 307.1.1 Hazardous materials 414, 415 Higher education laboratories 304.4, 428 Incidental uses Table 509.1

    Ladders

    Boiler, incinerator and furnace

    rooms 1006.2.2.1

    Construction 1011.15, 1011.16, 1014.2, 1014.7, 1015.3, 1015.4 Emergency escape window wells 1031.5.2

  • CBC § 2104A.1.3.2 Medium relevance — show source text

    The cleanouts shall be sealed after inspection and before grouting._

    2104A.1.3.2 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.

    2104A.1.3.3 TMS 602, Article 3.4 B Reinforcement. Modify TMS 602, Article 3.4 B.1 through Article 3.4 B.3 as follows:

    1. 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.
    2. Completely embed reinforcing bars and embedded items in grout in accordance with Article 3.5.
    3. 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.

    2104A.1.3.4 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 and 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

    2025 CALIFORNIA BUILDING CODE 21A-5

    on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

    MASONRY

    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 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.

    _**2104A.1.3.5 [DSA-SS] TMS 602, Article 3.5 C Grout pour height.

  • CBC § 25.4 Medium relevance — show source text

    continuous vertical
    threaded rod at 4 feet on center embedded in foundation
    and connected to bond beam|≤ 140|A, B, C|H ≤ 8|H ≤ 8_T_|12|24| |Wall D: continuous vertical threaded rod at 1 foot on center
    embedded in foundation and connected to bond beam|≤ 140|A, B, C|H ≤ 8|H ≤ 8_T_|N/A|24| |Wall E: top anchors, continuous vertical 6-inch × 6-inch × 6-
    gage steel mesh 2 inches from each face of wall embedded
    in foundation|≤ 140|A, B, C|H ≤ 8|H ≤ 8_T_|12|24| |Wall F: top anchors, continuous vertical 6-inch × 6-inch ×
    10-gage steel mesh 2 inches from each face of wall embed-
    ded in foundation|≤ 140|A, B, C|H ≤ 8|H ≤ 8T|12|24| |For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
    N/A = Not Applicable
    a. See Table BK106.11(1) for reinforcing and anchorage specifications for wall Types A, B, C, D and E.
    b._ H_ = height of the cob portion of the wall only. See Figure BK101.4. The maximum_H_ is the absolute limit or the limit based on wall thickness, whichever is more restrictive.
    c. Bond beams or other horizontal restraints are permitted to divide a wall into more than one unrestrained wall height with an approved engineered design.
    d._ T_= Cob wall thickness (in feet) at its minimum, without plaster.
    e.
    5/8-inch threaded rod anchors at prescribed spacing with 12-inch embedment in cob, full embedment in concrete bond beams or full penetration in wood bond beam with a
    nut and washer.
    f. Attach rafters to bond beam with 4-inch by 3-inch by 3-inch by 18-gage tension tie angles at prescribed spacing. See Figure BK106.9.5. Where rafters are attached to tension
    ties, roof sheathing shall be edge nailed.
    g. All walls shall be tested for compressive strength in accordance with Section BK106.6.
    h. For curved walls with an arc length (ARCc) to radius (Rc) ratio of 1.5:1 or greater, the_H_/ T factor shall be increased by 1, and the absolute height limit by 1 foot. See Section
    BK106.11.3.
    i.
    Wall type requires a modulus of rupture test in accordance with Section BK106.7.
    j.
    See wall Type A in Table BK106.11(1) for top anchor requirements.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s.
    N/A = Not Applicable
    a. See Table BK106.11(1) for reinforcing and anchorage specifications for wall Types A, B, C, D and E.
    b._ H_ = height of the cob portion of the wall only. See Figure BK101.4.

  • CBC § 9.5. Medium relevance — show source text

    The maximum_H_ is the absolute limit or the limit based on wall thickness, whichever is more restrictive.
    c. Bond beams or other horizontal restraints are permitted to divide a wall into more than one unrestrained wall height with an approved engineered design.
    d._ T_= Cob wall thickness (in feet) at its minimum, without plaster.
    e.
    5/8-inch threaded rod anchors at prescribed spacing with 12-inch embedment in cob, full embedment in concrete bond beams or full penetration in wood bond beam with a
    nut and washer.
    f. Attach rafters to bond beam with 4-inch by 3-inch by 3-inch by 18-gage tension tie angles at prescribed spacing. See Figure BK106.9.5. Where rafters are attached to tension
    ties, roof sheathing shall be edge nailed.
    g. All walls shall be tested for compressive strength in accordance with Section BK106.6.
    h. For curved walls with an arc length (ARCc) to radius (Rc) ratio of 1.5:1 or greater, the_H_/ T factor shall be increased by 1, and the absolute height limit by 1 foot. See Section
    BK106.11.3.
    i.
    Wall type requires a modulus of rupture test in accordance with Section BK106.7.
    j.
    See wall Type A in Table BK106.11(1) for top anchor requirements.|

    APPENDIX BK-6 2025 CALIFORNIA RESIDENTIAL CODE

    on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

    APPENDIX BK — COB CONSTRUCTION (MONOLITHIC ADOBE)

    BK105.3.1 Determination of out-of-plane loading. Out-of-plane loading for the use of Table BK105.3 shall be in accordance with the ultimate design wind speed and seismic design category requirements of Sections R301.2.1 and R301.2.2, respectively. An approved engineered design shall be required where the building is located in a special wind region or where wind design is required in accordance with Figure R301.2.1.1.

    BK105.3.2 Bond beams for nonstructural walls. Nonstructural cob walls shall be provided with a bond beam at the top of the wall that complies with Section BK106.9, except for requirements relating to roof and/or ceiling loads or braced wall panels.

    BK105.3.3 Lintels in nonstructural walls. Door, window and other openings in nonstructural cob walls shall require a lintel in accordance with Section BK106.10, except for requirements relating to roof and/or ceiling loads or braced wall panels.

    BK105.3.4 Reinforcing at wall openings. Reinforcing shall be installed at window, door, and similar wall openings and penetrations greater than 2 feet (610 mm) in width in accordance with Sections BK105.3.4.1 through BK105.3.4.3. Surface voids deeper than 25 percent of the wall thickness shall be considered an opening.

    BK105.3.4.1 Opening size limit. Openings shall not exceed 6 feet (1829 mm) in width, and the height of the cob wall below openings shall not exceed 6 feet (1829 mm) above the top of the foundation.

    **BK105.3.4.2 Horizontal reinforcing.

  • CBC § 21-5 Medium relevance — show source text

    2104 Construction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-5

    2105 Quality Assurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-6

    2106 Seismic Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-7

    2107 Allowable Stress Design. . . . . . . . . . . . . . . . . . . . . . . . 21-8

    2025 CALIFORNIA BUILDING CODE xxvii

    on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.

    CONTENTS

    2108 Strength Design of Masonry . . . . . . . . . . . . . . . . . . . . 21-8

    2109 Empirical Design of Adobe Masonry . . . . . . . . . . . . . 21-9

    2110 Glass Unit Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-11

    2111 Masonry Fireplaces . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-11

    2112 Masonry Heaters . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-13

    2113 Masonry Chimneys . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-14

    2114 Dry-Stack Masonry . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-19

    2115 Additional Requirements for Community Colleges

    [DSA-SS/CC]. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21-19

    CHAPTER 21A MASONRY . . . . . . . . . . . . . . . . . . . . . . . . . . .21A-1

    2101A General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-3

    2102A Notations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-4

    2103A Masonry Construction Materials. . . . . . . . . . . . . . . . . . 21A-4

    2104A Construction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-5

    2105A Quality Assurance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21A-7

  • CBC § 2306.2 Medium relevance — show source text

    For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
    a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
    actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
    b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
    c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
    d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
    e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
    f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
    g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
    a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
    actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
    b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
    c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
    d. Staples shall have a minimum crown width of7/16 inch and shall be installed with their crowns parallel to the long dimension of the framing members.
    e. The minimum nominal width of framing members not located at boundaries or adjoining panel edges shall be 2 inches.
    f. For shear loads of normal or permanent load duration as defined by the ANSI/AWC NDS, the values in the table shall be multiplied by 0.63 or 0.56, respectively.
    g. For Case 1 through 6 descriptions see Figure 2306.2(1).|For SI: 1 inch = 25.4 mm, 1 pound per foot = 14.5939 N/m.
    a. For framing of other species: (1) Find specific gravity for species of lumber in ANSI/AWC NDS. (2) For staples find shear value from table for Structural I panels (regardless of
    actual grade) and multiply value by 0.82 for species with specific gravity of 0.42 or greater, or 0.65 for all other species.
    b. Space fasteners maximum 12 inches on center along intermediate framing members (6 inches on center where supports are spaced 48 inches on center).
    c. Framing at adjoining panel edges shall be 3 inches nominal or wider.
    d.

Frequently asked questions

Do I always have to provide cleanouts for every cell in hollow units?

Yes — the CBC requires cleanout openings in every cell at the bottom of each pour in hollow unit masonry unless the bottom course is constructed entirely of inverted double open‑end bond beam units, in which case cleanouts are only needed for access to every reinforced cell (§ 2104A.1.3.1) .

How deep must I stop a grout pour at a bond beam?

Where bond beams occur, terminate the grout a minimum of 1/2 inch (12.7 mm) below the mortar joint; between pours the general minimum termination is 1-1/2 inches (38.1 mm) below a mortar joint (and no deeper than one‑half the unit height) (§ 2104.2.4) .

Can I use aluminum grout pumps and hoses?

Not unless you can demonstrate with the specific materials and equipment that using aluminum will not have a deleterious effect on grout strength; the CBC forbids handling/pumping grout with aluminum equipment unless such demonstration is provided (§ 2104.3) .

Are bent‑bar anchor bolts allowed?

No. The CBC (modifying TMS 602) expressly prohibits bent‑bar anchor bolts and sets maximum shaft diameters by nominal masonry thickness; bolts must be solidly embedded and accurately set (§ 2104A.1.3.4) .

What grout cover is required over horizontal reinforcement in bond beams?

A minimum of 1 inch (25.4 mm) of grout cover above reinforcing steel is required for each grout pour placed in bond beam units (§ 2104.2.4) .

More in California Building Code

Ask about the CBC

Get cited, plain-English answers on the California Building Code for your project — any code section, any scenario.

Start Free Trial

Related in the CBC

Grouting procedures, grout space dimensions and maximum pour heights

Quality assurance: compressive strength verification, mortar/grout sampling and core testing

Construction details and quality assurance

California Building Code