CBC · California Building Code

Where are requirements for reinforcement specification, cover and splice details referenced?

The CBC requires that plans for concrete work clearly state the reinforcement grade, bar sizes and locations, anchorage/lap lengths and the type/location of mechanical splices (§ 1901A.5), and it sets minimum concrete cover for foundations in Table 1808A.8.2 (with some entries deferring to ACI 318) so inspectors and contractors have the exact numbers to build and verify compliance.

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Last reviewed: July 5, 2026

What the code requires — 2-4 sentences

The California Building Code requires that construction documents for structural concrete explicitly show reinforcement specification, cover and splice (and splice type) details so the installer and the building official can verify compliance; those requirements are called out in § 1901A.5. Minimum concrete cover for foundation reinforcement is set by the foundation chapter (Table 1808A.8.2 and its text) and references ACI 318 where applicable (§ 1808A.8.2).

Requirements in detail

What must go on the construction documents (plans and details)

  • The CBC requires the construction documents to show the specified concrete strength and the specified strength/grade of reinforcement; the size and location of reinforcement and anchors; anchorage lengths and the location and length of lap splices; and the type and location of mechanical or welded splices — all as part of the structural concrete submittal (§ 1901A.5).

  • In practice that means drawings and schedules should include bar sizes,Grades (or fy), spacing, cover dimensions, lap/splice lengths or reference to the governing table/ACI provision, and callouts for any mechanical/welded splices.

Minimum cover for foundation reinforcement

  • Minimum concrete cover for prestressed and nonprestressed reinforcement in foundations is governed by § 1808A.8.2. The text requires use of the largest applicable value in Table 1808A.8.2 and defers several entries to Section 20.5 of ACI 318 where noted. Concrete cover is measured from the concrete surface to the outermost surface of the steel.

  • Table 1808A.8.2 contains specific minimum covers for common foundation conditions (selected rows shown below).

Foundation element / condition Minimum concrete cover (decision value) Code reference
Shallow foundations In accordance with Section 20.5 of ACI 318 § 1808A.8.2
Cast-in-place deep foundation elements not enclosed by casing 2.5 in § 1808A.8.2 (Table 1808A.8.2)
Cast-in-place deep foundation elements enclosed by steel pipe/tube or permanent casing 1.0 in § 1808A.8.2 (Table 1808A.8.2)
Precast deep foundation elements exposed to seawater 3.0 in § 1808A.8.2 (Table 1808A.8.2)
Precast prestressed deep foundation elements (not seawater) Per ACI 318 Section 20.5.1.3.3 § 1808A.8.2 (Table & note)

(Always use the largest applicable value when multiple conditions apply. See § 1808A.8.2.)

Lap splices, development lengths and related details

  • The CBC requires anchorage lengths and lap-splice locations and lengths to be shown on the construction documents (§ 1901A.5, item 6). Where the code provides prescriptive lap and development lengths (for example in the residential provisions), those tables control unless the structural design indicates otherwise. For example, the Residential Code lists lap and development lengths and specifies the maximum allowable gap between non-contact parallel bars at a lap splice; these requirements are used for prescriptive residential work (§ R608.5.4 and related sections).

  • If special mechanical or welded splices are used, the plans must show the type and location of those splices (§ 1901A.5, item 7).

Exceptions & special cases

  • Where the CBC text defers to ACI 318 (for example, shallow foundations or some precast/prestressed conditions), the ACI provisions in the referenced sections (e.g., ACI 318 Section 20.5) supply the numeric cover or additional rules — and the CBC requires the plans to reflect those values (§ 1808A.8.2). If multiple references apply, the largest cover requirement governs.

  • Bundled bars (longitudinal bars spaced less than 1½ in clear) are treated specially: they are considered bundled and the cover requirement follows the bundled-bar rule (per § 1808A.8.2, which references ACI 318 provisions for bundled bars).

  • For work under DSA or OSHPD jurisdiction, Chapter 19A contains agency-specific amendments (1901A.*) that must be followed; construction documents requirements remain mandatory (§ 1901A.5).

Common mistakes

  • Omitting numeric cover callouts on foundation details and instead relying on the contractor to “provide cover” — § 1808A.8.2 requires measurable minimums and § 1901A.5 requires the construction documents to show cover requirements.

  • Showing lap lengths only by a general note without associating them to bar sizes, grades or locations (plans must show anchorage length and location of lap splices per § 1901A.5).

  • Using less cover than required for a specific foundation condition (e.g., using 1" cover for a cast-in-place deep foundation not enclosed by casing — the code requires 2.5" in that case). Always check Table 1808A.8.2.

  • Forgetting to treat bundled bars as bundled (they often require greater cover as described in § 1808A.8.2 and ACI 318).

Worked example — concrete numbers applied

Scenario: A cast-in-place drilled shaft (deep foundation), not enclosed by casing, receives longitudinal No.6 (No.6 = 3/4 in dia.) Grade 60 reinforcement. The designer must show reinforcement and cover information on the drawings.

Step 1 — Cover: Table 1808A.8.2 requires 2.5 in minimum cover for "cast-in-place deep foundation elements not enclosed by a steel pipe, tube or permanent casing." Therefore the plans must show 2.5 in clear cover from the concrete surface to the outermost steel in the shaft. (§ 1808A.8.2)

Step 2 — Splices/anchorage: § 1901A.5 requires the construction documents to indicate anchorage length and the location and length of lap splices. If the designer uses prescriptive development/lap lengths from an applicable table (for example the code's referenced development-length tables), the drawing must state the lap length for a No.6 Grade 60 bar (or call out the table and applicable fy). If the plans call out a lap splice length of X inches for No.6 @ fy = 60 ksi, that numeric X must be documented on the details (or keyed to the table) so the inspector can verify compliance. (§ 1901A.5)

Step 3 — Special splices: If a mechanical splice is used instead of a lap, the plans must show the type and location of the mechanical splice per § 1901A.5 (item 7).

(Notes: for lap/development lengths the project may need to use ACI 318 development rules or the prescriptive tables in the applicable code chapter — reference the table used on the drawing. See also the Residential Code tables when applicable for smaller projects; those tables include example lap lengths and development values.)

Related provisions

  • § 1901A.5 — Construction documents: required reinforcement information (plans must show grade, size, location, anchorage & lap lengths, splice type).
  • § 1808A.8.2 — Concrete cover for foundations and Table 1808A.8.2 (minimum cover values and ACI references).
  • § R403.1.3.5 — Footing and stem wall reinforcement (cover, support and lap splice direction for residential footings).
  • § R404.1.3.3.7 — Reinforcement rules for basement/walls (location, support, cover and lap splices in residential basement walls).
  • § R608.5.4 (and Table R608.5.4(1)) — Lap splice and tension development lengths and cover details used for prescriptive residential construction.

Code references

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

  • CBC § 3.1 High relevance — show source text
    TABLE 3.1—continued
    FLOOR/CEILING ASSEMBLIES—REINFORCED CONCRETE    		 Col2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10
    ITEM
    CODE    		 ASSEMBLY
    THICKNESS    		 CONSTRUCTION DETAILS PERFORMANCE PERFORMANCE REFERENCE NUMBER REFERENCE NUMBER REFERENCE NUMBER NOTES REC.
    HOURS
    ITEM
    CODE    		 ASSEMBLY
    THICKNESS    		 CONSTRUCTION DETAILS LOAD TIME PRE-BMS-92 BMS-92 POST-BMS-92 POST-BMS-92 POST-BMS-92
    F/C-3-RC-5 31/4″ 31/4″ thick (3800 psi) concrete deck;3/8″
    main reinforcement bars at 51/2″ pitch
    with7/8″ cover;3/8″ main reinforcement
    bars at 41/2″ pitch perpendicular with1/2″
    cover; 13′1″ span restrained.    		 195 psf 1 hr
    5 min    		 7 1, 5 1
    F/C-4-RC-6 41/4″ 41/4″ thick; 31/4″ (4000 psi) concrete deck;
    1″ sprayed asbestos lower surface;3/8″
    main reinforcement bars at 57/8″ pitch
    with7/8″ concrete cover;3/8″ main rein-
    forcement bars at 41/2″ pitch
    perpendicular with1/2″ concrete cover;
    13′1″ span restrained.    		 195 psf 4 hrs 7 1, 7 4
    F/C-4-RC-7 4″ 4″ (5025 psi) concrete deck;1/4″ reinforce-
    ment bars at 71/2″ pitch with3/4″ cover;3/8″
    main reinforcement bars at 33/4″ pitch
    perpendicular with1/2″ cover; 13′1″ span
    restrained.    		 140 psf 1 hr
    16 min    		 7 1, 2 11/4
    F/C-4-RC-8 4″ 4″ thick (4905 psi) deck;1/4″ reinforce-
    ment bars at 71/2″ pitch with7/8″ cover;3/8″
    main reinforcement bars at 33/4″ pitch
    perpendicular with1/2″ cover; 13′1″ span
    restrained.    		 100 psf 1 hr
    23 min    		 7 1, 2 11/3
    F/C-4-RC-9 4″ 4″ deep (4370 psi);1/4″ reinforcement bars
    at 6″ pitch with3/4″ cover;1/4″ main rein-
    forcement bars at 4″ pitch perpendicular
    with1/2″ cover; 13′1″ span restrained.    		 150 psf 2 hrs 7 1,
  • CBC § 3.1 High relevance — show source text

    RESOURCE A-92 2025 CALIFORNIA EXISTING BUILDING CODE

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

    RESOURCE A—GUIDELINES ON FIRE RATINGS OF ARCHAIC MATERIALS AND ASSEMBLIES

    TABLE 3.1—continued
    FLOOR/CEILING ASSEMBLIES—REINFORCED CONCRETE    		 Col2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10
    ITEM
    CODE    		 ASSEMBLY
    THICKNESS    		 CONSTRUCTION DETAILS PERFORMANCE PERFORMANCE REFERENCE NUMBER REFERENCE NUMBER REFERENCE NUMBER NOTES REC.
    HOURS
    ITEM
    CODE    		 ASSEMBLY
    THICKNESS    		 CONSTRUCTION DETAILS LOAD TIME PRE-BMS-92 BMS-92 POST-BMS-92 POST-BMS-92 POST-BMS-92
    F/C-4-RC-17 41/2″ 41/2″ deep (3625 psi) concrete deck;1/4″
    reinforcement bars at 71/2″ pitch with7/8″
    cover;3/8″ main reinforcement bars at
    31/2″ pitch perpendicular with1/2″ cover;
    12′ span simply supported.    		 75 psf 35 min 7 1, 8 1/2
    F/C-4-RC-18 41/2″ 41/2″ deep (4410 psi) concrete deck;1/4″
    reinforcement bars at 71/2″ pitch with7/8″
    cover;3/8″ main reinforcement bars at
    31/2″ pitch perpendicular with1/2″ cover;
    12′ span simply supported.    		 85 psf 1 hr
    27 min    		 7 1, 8 11/3
    F/C-4-RC-19 41/2″ 41/2″ deep (4850 psi) deck;3/8″ reinforce-
    ment bars at 15″ pitch with 1″ cover;1/2″
    main reinforcement bars at 6″ pitch
    perpendicular with1/2″ cover; 12′ span
    simply supported.    		 75 psf 2 hrs
    15 min    		 7 1, 9 21/4
    F/C-4-RC-20 41/2″ 41/2″ deep (3610 psi) deck;1/4″ reinforce-
    ment bars at 71/2″ pitch with7/8″ cover;3/8″
    main reinforcement bars at 31/2″ pitch
    perpendicular with1/2″ cover; 12′ span
    simply supported.    		 75 psf 1 hr
    22 min    		 7 1, 8 11/3
    F/C-5-RC-21 5″ 5″ deep; 41/2″ (5830 psi) concrete deck;
    1/2″ plaster finish bottom of slab;
  • CBC § 3.1 High relevance — show source text

    2|1/3| |F/C-3-RC-2|31/4″|31/4″ deep (3540 psi) concrete deck;3/8″ main
    reinforcement bars at 51/2″ pitch with7/8″
    cover;3/8″ main reinforcement bars at 41/2″
    pitch perpendicular with1/2″ cover; 13′1″
    span restrained.|195
    psf|2 hrs|||7|1, 3, 4|2| |F/C-3-RC-3|31/4 ″|31/4″ deep (4175 psi) concrete deck;3/8″ main
    reinforcement bars at 51/2″ pitch with7/8″
    cover;3/8″ main reinforcement bars at 41/2″
    pitch perpendicular with1/2″ cover; 13′1″
    span restrained.|195
    psf|31
    min|||7|1, 5|1/2| |F/C-3-RC-4|31/4″|31/4″ deep (4355 psi) concrete deck;
    3/8″ main reinforcement bars at 51/2″ pitch
    with7/8″ cover;3/8″ main reinforcement bars
    at 41/2″ pitch perpendicular with1/2″ cover;
    13′1″ span restrained.|195
    psf|41
    min|||7|1, 5, 6|1/2|

    2025 CALIFORNIA EXISTING BUILDING CODE RESOURCE A-91

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

    RESOURCE A—GUIDELINES ON FIRE RATINGS OF ARCHAIC MATERIALS AND ASSEMBLIES

    TABLE 3.1—continued
    FLOOR/CEILING ASSEMBLIES—REINFORCED CONCRETE    		 Col2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10
    ITEM
    CODE    		 ASSEMBLY
    THICKNESS    		 CONSTRUCTION DETAILS PERFORMANCE PERFORMANCE REFERENCE NUMBER REFERENCE NUMBER REFERENCE NUMBER NOTES REC.
    HOURS
    ITEM
    CODE    		 ASSEMBLY
    THICKNESS    		 CONSTRUCTION DETAILS LOAD TIME PRE-BMS-92 BMS-92 POST-BMS-92 POST-BMS-92 POST-BMS-92
    F/C-3-RC-5 31/4″ 31/4″ thick (3800 psi) concrete deck;3/8″
    main reinforcement bars at 51/2″ pitch
    with7/8″ cover;3/8″ main reinforcement
    bars at 41/2″ pitch perpendicular with1/2″
    cover; 13′1″ span restrained.    		 195 psf 1 hr
    5 min    		 7 1, 5 1
    F/C-4-RC-6 41/4″ 41/4″ thick; 31/4″ (4000 psi) concrete deck;
    1″ sprayed asbestos lower surface;
  • CBC § 5.4.1 High relevance — show source text

    Reinforcement specified in tables in Section R608.6 is based on Grade 60 (420 MPa) steel reinforcement.
    b. Bar spacing shall not exceed 48 inches on center and shall be not less than one-half the nominal wall thickness.
    c. For Grade 50 (350 MPa) steel bars (ASTM A996M, Type R), use spacing for Grade 40 (280 MPa) bars or interpolate between Grade 40 (280 MPa) and Grade 60 (420 MPa).|

    R608.5.4.1 Support and cover. Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system such that displacement will not occur during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches (76 mm). Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 1 [1] / 2 inches (38 mm) for No. 5 bars and smaller, and 2 inches (50 mm) for No. 6 bars and larger. For concrete cast in removable forms that will not be exposed to the earth or weather, and for concrete cast in stay-in-place forms, minimum cover shall be [3] / 4 inch (19 mm). The minus tolerance for cover shall not exceed the smaller of one-third the required cover and [3] / 8 inch (10 mm). See Section R608.5.4.4 for cover requirements for hooks of bars developed in tension.

    R608.5.4.2 Location of reinforcement in walls. For location of reinforcement in foundation walls and above-grade walls, see Sections R404.1.3.3.7.2 and R608.6.5, respectively.

    R608.5.4.3 Lap splices. Vertical and horizontal wall reinforcement required by Sections R608.6 and R608.7 shall be the longest lengths practical. Where splices are necessary in reinforcement, the length of lap splices shall be in accordance with Table R608.5.4(1) and Figure R608.5.4(1). The maximum gap between noncontact parallel bars at a lap splice shall not exceed the smaller of one-fifth the required lap length and 6 inches (152 mm). See Figure R608.5.4(1).

    R608.5.4.4 Development of bars in tension. Where bars are required to be developed in tension by other provisions of this code, development lengths and cover for hooks and bar extensions shall comply with Table R608.5.4(1) and Figure R608.5.4(2). The development lengths shown in Table R608.5.4(1) shall apply to bundled bars in lintels installed in accordance with Section R608.8.2.2.

    R608.5.4.5 Standard hooks. Where reinforcement is required by this code to terminate with a standard hook, the hook shall comply with Figure R608.5.4(3).

    6-114 2025 CALIFORNIA RESIDENTIAL CODE

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

    WALL CONSTRUCTION

    R608.5.4.6 Webs of waffle-grid walls. Reinforcement, including stirrups, shall not be placed in webs of waffle-grid walls, including lintels. Webs are permitted to have form ties.

  • CBC § 91.5 High relevance — show source text

    |61
    tons|1 hr
    26
    min|||7|1|11/4| |C-11-RC-14|11″|11″ square columns; gravel aggregate
    concrete (4140 psi); reinforcement:
    vertical, four 11/4″ rebars; horizontal,
    3/8″ ties at 71/2″ pitch; steel mesh around
    reinforcement; cover: 11/2″.|61
    tons|3 hrs
    9 min|||7|1|3| |C-11-RC-15|11″|11″ square columns; slag aggregate
    concrete (3690 psi); reinforcement:
    vertical, four 11/4″ rebars; horizontal,
    3/8″ ties at 71/2″ pitch; cover: 11/2″.|91
    tons|2 hrs|||7|2–5|2| |C-11-RC-16|11″|11″ square columns; limestone aggregate
    concrete (5230 psi); reinforcement:
    vertical, four 11/4″ rebars; horizontal,
    3/8″ ties at 71/2″ pitch; cover: 11/2″.|91.5
    tons|3 hrs
    41
    min|||7|1|31/2| |C-11-RC-17|11″|11″ square columns; limestone aggregate
    concrete (5530 psi); reinforcement:
    vertical, four 11/4″ rebars; horizontal,
    3/8″ ties at 71/2″ pitch; cover: 11/2″.|91.5
    tons|3 hrs
    47
    min|||7|1|31/2|

    RESOURCE A-68 2025 CALIFORNIA EXISTING BUILDING CODE

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

    RESOURCE A—GUIDELINES ON FIRE RATINGS OF ARCHAIC MATERIALS AND ASSEMBLIES

    TABLE 2.1.2—continued
    REINFORCED CONCRETE COLUMNS
    MINIMUM DIMENSION 10″ TO LESS THAN 12″    		 Col2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10
    ITEM CODE MINIMUM
    ** DIMENSION**    		 CONSTRUCTION DETAILS PERFORMANCE PERFORMANCE REFERENCE NUMBER REFERENCE NUMBER REFERENCE NUMBER NOTES REC.
    HOURS
    ITEM CODE MINIMUM
    ** DIMENSION**    		 CONSTRUCTION DETAILS LOAD TIME PRE-BMS-92 BMS-92 POST- BMS-92 POST- BMS-92 POST- BMS-92
    C-11-RC-18 11″ 11″ square columns; limestone aggregate
    concrete (5280 psi); reinforcement: verti-
    cal, four 11/4″ rebars; horizontal,3/8″ ties at
    71/2″ pitch; cover: 11/2″.    		 91.5
    tons    		 2 hrs 7 2–4, 6 2
    C-11-RC-19 11″ 11″ square columns;
  • CBC § 2.1.2 High relevance — show source text

    2025 CALIFORNIA EXISTING BUILDING CODE RESOURCE A-67

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

    RESOURCE A—GUIDELINES ON FIRE RATINGS OF ARCHAIC MATERIALS AND ASSEMBLIES

    TABLE 2.1.2—continued
    REINFORCED CONCRETE COLUMNS
    MINIMUM DIMENSION 10″ TO LESS THAN 12″    		 Col2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10
    ITEM CODE MINIMUM
    ** DIMENSION**    		 CONSTRUCTION DETAILS PERFORMANCE PERFORMANCE REFERENCE NUMBER REFERENCE NUMBER REFERENCE NUMBER NOTES REC.
    HOURS
    ITEM CODE MINIMUM
    ** DIMENSION**    		 CONSTRUCTION DETAILS LOAD TIME PRE-BMS-92 BMS-92 POST- BMS-92 POST- BMS-92 POST- BMS-92
    C-10-RC-3 10″ 10″ square columns; aggregate concrete
    (5370 psi); reinforcement: vertical, four1/2″
    rebars; horizontal,5/16″ ties at 6″ pitch;
    cover: 1″.    		 46.5
    tons    		 2 hrs 7 2, 3,
    11    		 2
    C-10-RC-4 10″ 10″ square columns; aggregate concrete
    (5206 psi); reinforcement: vertical, four1/2″
    rebars; horizontal,5/16″ ties at 6″ pitch;
    cover: 1″.    		 46.5
    tons    		 2 hrs 7 2, 7 2
    C-10-RC-5 10″ 10″ square columns; aggregate concrete
    (5674 psi); reinforcement: vertical, four1/2″
    rebars; horizontal,5/16″ ties at 6″ pitch;
    cover: 1″.    		 46.7
    tons    		 2 hrs 7 1 2
    C-10-RC-6 10″ 10″ square columns; aggregate concrete
    (5150 psi); reinforcement: vertical, four
    11/2″ rebars; horizontal,5/16″ ties at 6″ pitch;
    cover: 1″.    		 66
    tons    		 1 hr
    43
    min    		 7 1 13/4
    C-10-RC-7 10″ 10″ square columns; aggregate concrete
    (5580 psi); reinforcement: vertical, four
    1/2″ rebars; horizontal,5/16″ ties at 6″ pitch;
    cover: 11/8″.    		 62.5
    tons    		 1 hr
    38
    min    		 7 1 11/2
    C-10-RC-8 10″ 10″ square columns; aggregate concrete
    (4080 psi); reinforcement: vertical, four
    11/8″ rebars; horizontal,5/16″ ties at 6″ pitch;
    cover: 11/8″.    		 72.
  • CBC § 1.3.5 High relevance — show source text

    R403.1.3.5 Reinforcement. Footing and stem wall reinforcement shall comply with Sections R403.1.3.5.1 through R403.1.3.5.4.

    R403.1.3.5.1 Steel reinforcement. Steel reinforcement shall comply with the requirements of ASTM A615, A706M or A996M. ASTM A996M bars produced from rail steel shall be Type R. The minimum yield strength of reinforcing steel shall be 40,000 psi (Grade 40) (276 MPa).

    R403.1.3.5.2 Location of reinforcement in wall. The center of vertical reinforcement in stem walls shall be located at the centerline of the wall. Horizontal and vertical reinforcement shall be located in footings and stem walls to provide the minimum cover required by Section R403.1.3.5.3.

    R403.1.3.5.3 Support and cover. Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system to prevent displacement during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches (75 mm). Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 1 [1] / 2 inches (38 mm) for No. 5 bars and smaller, and 2 inches (50 mm) for No. 6 bars and larger. For concrete cast in removable forms that will not be exposed to the earth or weather, and for concrete cast in stay-in-place forms, minimum cover shall be [3] / 4 inch (19 mm).

    R403.1.3.5.4 Lap splices. Vertical and horizontal reinforcement shall be the longest lengths practical. Where splices are necessary in reinforcement, the length of lap splice shall be in accordance with Table R608.5.4(1) and Figure R608.5.4(1). The maximum gap between noncontact parallel bars at a lap splice shall not exceed the smaller of one-fifth the required lap length and 6 inches (152 mm) [see Figure R608.5.4(1)].

    R403.1.3.6 Isolated concrete footings. In detached one- and two-family dwellings that are three stories or less in height and constructed with stud bearing walls, isolated plain concrete footings supporting columns or pedestals are permitted.

    R403.1.4 Minimum depth. Exterior footings shall be placed not less than 12 inches (305 mm) below the undisturbed ground surface. Where applicable, the depth of footings shall also conform to Section R403.1.4.1. Deck footings shall be in accordance with Section R507.3.

    R403.1.4.1 Frost protection. Except where otherwise protected from frost, foundation walls, piers and other permanent supports of buildings and structures shall be protected from frost by one or more of the following methods:

    1. Extended below the frost line specified in Table R301.2.

    2. Constructed in accordance with Section R403.3.

    3. Constructed in accordance with ASCE 32.

    4. Erected on solid rock.

    Footings shall not bear on frozen soil unless the frozen condition is permanent.

  • CBC § 8.8 High relevance — show source text

    details: see Note 8 figure.|8.8 tons|3 hrs
    32
    min|||7|1, 3, 14|31/2| |B-11-RC-5|11″|24″ wide × 11″ deep reinforced concrete “T”
    beam (4250 psi); details: see Note 9 figure.|8.8 tons|3 hrs
    3 min|||7|1, 3, 14|3| |B-11-RC-6|11″|Concrete flange: 4″ deep × 2' wide (4895 psi)
    concrete; concrete beam: 7″ deep × 61/2″
    wide; “I” beam reinforcement; 10″ × 41/2″ ×
    25 lbs R.S.J.; 1″ cover on flanges; flange rein-
    forcement:3/8″ diameter bars at 6″ pitch
    parallel to “T”; 1/4″ diameter bars perpendic-
    ular to “T”; beam reinforcement: 4″ × 6″ No.
    13 SWG wire mesh; span: 11' restrained;
    details: see Note 10 figure.|10 tons|6 hrs|||7|1, 4|6| |B-11-RC-7|11″|Concrete flange: 6″ deep × 1' 61/2″ wide (3525
    psi) concrete; concrete beam: 5″ deep × 8″
    wide precast concrete blocks 83/4″ long; “I”
    beam reinforcement; 7″ × 4″ × 16 lbs R.S.J.;
    2″ cover on bottom; 11/2″ cover on top;
    flange reinforcement: two rows1/2″ diameter
    rods parallel to “T”; beam reinforcement:1/8″
    wire mesh perpendicular to “T”; span: 1′3″
    simply supported; details: see Note 11
    figure.|3.9 tons|4 hrs|||7|1, 2|4| |B-11-RC-8|11″|Concrete flange: 4″ deep × 2' wide (3525 psi)
    concrete; concrete beam 7″ deep × 41/2″
    wide (scaled from drawing); “I” beam rein-
    forcement; 10″ × 41/2″ × 25 lbs R.S.J.; no
    concrete cover on bottom; flange reinforce-
    ment:3/8″ diameter bars at 6 pitch parallel to
    “T”;1/4″ diameter bars perpendicular to “T”;
    span: 11′ restricted; details: see Note 12
    figure.|10 tons|4 hrs|||7|1, 2|4| |B-11-RC-9|111/2″|24″ wide × 111/2″ deep reinforced concrete
    “T” beam (4390 psi); details: see Note 13
    figure.|8.8 tons|3 hrs
    24
    min|||7|1, 3|31/3|

    For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound = 0.004448 kN, 1 pound per square inch = 0.00689 MPa, 1 ton = 8.896 kN.

    Notes:

  • CBC § 1.3.3.7 High relevance — show source text
    1. Flat ICF wall system forms shall conform to ASTM E2634.

    R404.1.3.3.7 Reinforcement.

    R404.1.3.3.7.1 Steel reinforcement. Steel reinforcement shall comply with the requirements of ASTM A615, A706 or A996M. ASTM A996M bars produced from rail steel shall be Type R. In buildings assigned to Seismic Design Category A, B or C, the minimum yield strength of reinforcing steel shall be 40,000 psi (Grade 40) (276 MPa). In buildings assigned to Seismic Design Category D 0, D 1 or D 2, the minimum yield strength shall be 60,000 psi (Grade 60) (414 MPa).

    R404.1.3.3.7.2 Location of reinforcement in wall. The center of vertical reinforcement in basement walls determined from Tables R404.1.3.2(2) through R404.1.3.2(7) shall be located at the centerline of the wall. Vertical reinforcement in basement walls determined from Table R404.1.3.2(8) shall be located to provide a maximum cover of 1 [1] / 4 inches (32 mm) measured from the inside face of the wall. Regardless of the table used to determine vertical wall reinforcement, the center of the steel shall not vary from the specified location by more than the greater of 10 percent of the wall thickness and [3] / 8 inch (10 mm). Horizontal and vertical reinforcement shall be located in foundation walls to provide the minimum cover required by Section R404.1.3.3.7.4. R404.1.3.3.7.3 Wall openings. Vertical wall reinforcement required by Section R404.1.3.2 that is interrupted by wall openings shall have additional vertical reinforcement of the same size placed within 12 inches (305 mm) of each side of the opening. R404.1.3.3.7.4 Support and cover. Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system to prevent displacement during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches (75 mm). Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 1 [1] / 2 inches (38 mm) for No. 5 bars and smaller, and 2 inches (50 mm) for No. 6 bars and larger. For concrete cast in removable forms that will not be exposed to the earth or weather, and for concrete cast in stay-in-place forms, minimum cover shall be [3] / 4 inch (19 mm). The minus tolerance for cover shall not exceed the smaller of one-third the required cover or [3] / 8 inch (10 mm). R404.1.3.3.7.5 Lap splices. Vertical and horizontal wall reinforcement shall be the longest lengths practical. Where splices are necessary in reinforcement, the length of lap splice shall be in accordance with Table R608.5.4(1) and Figure R608.5.4(1). The maximum gap between noncontact parallel bars at a lap splice shall not exceed the smaller of one-fifth the required lap length and 6 inches (152 mm) [see Figure R608.5.4(1)]. **R404.1.3.3.7.6 Alternate grade of reinforcement and spacing.

  • CBC § 1901A.1.1 High relevance — show source text

    1901A.1.1 Application. The scope of application of Chapter 19A is as follows: 1. Structures regulated by the Division of the State Architect-Structural Safety (DSA-SS), which include those applications listed in Section 1.9.2.1. These applications include public elementary and secondary schools, community colleges and state- owned or state-leased essential services buildings. 2. Applications listed in Sections 1.10.1 and 1.10.4, regulated by the Department of Health Care Access and Information/Office of Statewide Hospital Planning and Development (OSHPD). These applications include hospitals and correctional treatment centers.

    1901A.1.2 Amendments in this chapter. DSA-SS and OSHPD adopt this chapter and all amendments.

    Exception: Amendments adopted by only one agency appear in this chapter preceded with the appropriate acronym of the adopt- ing agency, as follows: 1. Division of the State Architect-Structural Safety:

    [DSA-SS] For applications listed in Section 1.9.2.1. 2. Office of Statewide Hospital Planning and Development.

    [OSHPD 1] – For applications listed in Section 1.10.1.

    [OSHPD 4] – For applications listed in Section 1.10.4.

    1901 A .2 R einforced concrete. Structural concrete shall be designed and constructed in accordance with the requirements of this chapter and ACI 318 as supplemented in Section 1905 A of this code, except that plain concrete is not permitted.

    1901 A .3 Anchoring to concrete. Anchoring to concrete shall be in accordance with ACI 318 as supplemented in Section 1905 A, and applies to cast-in (headed bolts, headed studs and hooked J- or L-bolts), post-installed expansion (torque-controlled and displacement-controlled), undercut, screw, and adhesive anchors.

    1901 A .4 Composite structural steel and concrete structures. Systems of structural steel acting compositely with reinforced concrete shall be designed in accordance with Section 2206 A of this code.

    1901 A .5 Construction documents. The construction documents for structural concrete construction shall include:

    1. The specified compressive strength of concrete at the stated ages or stages of construction for which each concrete element is designed.
    2. The specified strength or grade of reinforcement.
    3. The size and location of structural elements, reinforcement and anchors.
    4. Provision for dimensional changes resulting from creep, shrinkage and temperature.
    5. The magnitude and location of prestressing forces.
    6. Anchorage length of reinforcement and location and length of lap splices.
    7. Type and location of mechanical and welded splices of reinforcement.
    8. Details and location of contraction or isolation joints.
    9. Minimum concrete compressive strength at time of posttensioning.
    10. Stressing sequence for posttensioning tendons.
    11. For structures assigned to Seismic Design Category D, E or F, a statement if slab on grade is designed as a structural diaphragm. 12. Openings larger than 12 inches (305 mm) in any dimension shall be detailed on the structural drawings.
  • CBC § 1.3.2 High relevance — show source text

    ** Vertical wall reinforcement required by Section R404.1.3.2 that is interrupted by wall openings shall have additional vertical reinforcement of the same size placed within 12 inches (305 mm) of each side of the opening. R404.1.3.3.7.4 Support and cover. Reinforcement shall be secured in the proper location in the forms with tie wire or other bar support system to prevent displacement during the concrete placement operation. Steel reinforcement in concrete cast against the earth shall have a minimum cover of 3 inches (75 mm). Minimum cover for reinforcement in concrete cast in removable forms that will be exposed to the earth or weather shall be 1 [1] / 2 inches (38 mm) for No. 5 bars and smaller, and 2 inches (50 mm) for No. 6 bars and larger. For concrete cast in removable forms that will not be exposed to the earth or weather, and for concrete cast in stay-in-place forms, minimum cover shall be [3] / 4 inch (19 mm). The minus tolerance for cover shall not exceed the smaller of one-third the required cover or [3] / 8 inch (10 mm). R404.1.3.3.7.5 Lap splices. Vertical and horizontal wall reinforcement shall be the longest lengths practical. Where splices are necessary in reinforcement, the length of lap splice shall be in accordance with Table R608.5.4(1) and Figure R608.5.4(1). The maximum gap between noncontact parallel bars at a lap splice shall not exceed the smaller of one-fifth the required lap length and 6 inches (152 mm) [see Figure R608.5.4(1)]. R404.1.3.3.7.6 Alternate grade of reinforcement and spacing. Where tables in Section R404.1.3.2 specify vertical wall reinforcement based on minimum bar size and maximum spacing, which are based on Grade 60 (414 MPa) steel reinforcement, different size bars or bars made from a different grade of steel are permitted provided that an equivalent area of steel per linear foot of wall is provided. Use of Table R404.1.3.2(9) is permitted to determine the maximum bar spacing for different bar sizes than specified in the tables or bars made from a different grade of steel. Bars shall not be spaced less than one-half the wall thickness, or more than 48 inches (1219 mm) on center.

    R404.1.3.3.7.7 Standard hooks. Where reinforcement is required by this code to terminate with a standard hook, the hook shall comply with Section R608.5.4.5 and Figure R608.5.4(3). R404.1.3.3.7.8 Construction joint reinforcement. Construction joints in foundation walls shall be made and located to not impair the strength of the wall. Construction joints in plain concrete walls, including walls required to have not less than No. 4 bars at 48 inches (1219 mm) on center by Sections R404.1.3.2 and R404.1.4.2, shall be located at points of lateral support, and not fewer than one No. 4 bar shall extend across the construction joint at a spacing not to exceed 24 inches (610 mm) on center. Construction joint reinforcement shall have not less than 12 inches (305 mm) embedment on both sides of the joint. Construction joints in reinforced concrete walls shall be located in the middle third of the span between lateral supports, or located and constructed as required for joints in plain concrete walls.

  • CBC § 3.1 High relevance — show source text

    5 6

    0

    0 1 2 3 4

    FIRE-RESISTANCE RATING (HOURS)

    TABLE 3.1
    FLOOR/CEILING ASSEMBLIES—REINFORCED CONCRETE    		 Col2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10
    ITEM
    CODE    		 ASSEMBLY
    THICKNESS    		 CONSTRUCTION DETAILS PERFORMANCE PERFORMANCE REFERENCE NUMBER REFERENCE NUMBER REFERENCE NUMBER NOTES REC.
    HOURS
    ITEM
    CODE    		 ASSEMBLY
    THICKNESS    		 CONSTRUCTION DETAILS LOAD TIME PRE-BMS-92 BMS-92 POST-BMS-92 POST-BMS-92 POST-BMS-92
    F/C-3-RC-1 33/4″ 33/4″ thick floor; 31/4″ (5475 psi) concrete
    deck;1/2″ plaster under deck;3/8″ main rein-
    forcement bars at 51/2″ pitch with7/8″
    concrete cover;3/8″ main reinforcement bars
    at 41/2″ pitch perpendicular with1/2″
    concrete cover; 13′1″ span restrained.    		 195
    psf    		 24
    min    		 7 1, 2 1/3
    F/C-3-RC-2 31/4″ 31/4″ deep (3540 psi) concrete deck;3/8″ main
    reinforcement bars at 51/2″ pitch with7/8″
    cover;3/8″ main reinforcement bars at 41/2″
    pitch perpendicular with1/2″ cover; 13′1″
    span restrained.    		 195
    psf    		 2 hrs 7 1, 3, 4 2
    F/C-3-RC-3 31/4 ″ 31/4″ deep (4175 psi) concrete deck;3/8″ main
    reinforcement bars at 51/2″ pitch with7/8″
    cover;3/8″ main reinforcement bars at 41/2″
    pitch perpendicular with1/2″ cover; 13′1″
    span restrained.    		 195
    psf    		 31
    min    		 7 1, 5 1/2
    F/C-3-RC-4 31/4″ 31/4″ deep (4355 psi) concrete deck;
    3/8″ main reinforcement bars at 51/2″ pitch
    with7/8″ cover;3/8″ main reinforcement bars
    at 41/2″ pitch perpendicular with1/2″ cover;
    13′1″ span restrained.    		 195
    psf    		 41
    min    		 7 1, 5, 6 1/2

    2025 CALIFORNIA EXISTING BUILDING CODE RESOURCE A-91

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

  • CBC § 2.1.2 High relevance — show source text

    0

    FIGURE 2.1.2

    REINFORCED CONCRETE COLUMNS

    MINIMUM DIMENSION 10 ″ TO LESS THAN 12 ″

    2 3 4

    1

    TABLE 2.1.2
    REINFORCED CONCRETE COLUMNS
    MINIMUM DIMENSION 10″ TO LESS THAN 12″    		 Col2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10
    ITEM CODE MINIMUM
    ** DIMENSION**    		 CONSTRUCTION DETAILS PERFORMANCE PERFORMANCE REFERENCE NUMBER REFERENCE NUMBER REFERENCE NUMBER NOTES REC.
    HOURS
    ITEM CODE MINIMUM
    ** DIMENSION**    		 CONSTRUCTION DETAILS LOAD TIME PRE-BMS-92 BMS-92 POST- BMS-92 POST- BMS-92 POST- BMS-92
    C-10-RC-1 10″ 10″ square columns; aggregate concrete
    (4260 psi); reinforcement: vertical, four 11/4″
    rebars; horizontal,3/8″ ties at 6″ pitch; cover:
    11/4″.    		 92.2
    tons    		 1 hr
    2 min    		 7 1 1
    C-10-RC-2 10″ 10″ square columns; aggregate concrete
    (2325 psi); reinforcement: vertical, four1/2″
    rebars; horizontal,5/16″ ties at 6″ pitch; cover:
    1″.    		 46.7
    tons    		 1 hr
    52
    min    		 7 1 13/4

    2025 CALIFORNIA EXISTING BUILDING CODE RESOURCE A-67

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

    RESOURCE A—GUIDELINES ON FIRE RATINGS OF ARCHAIC MATERIALS AND ASSEMBLIES

    TABLE 2.1.2—continued
    REINFORCED CONCRETE COLUMNS
    MINIMUM DIMENSION 10″ TO LESS THAN 12″    		 Col2 Col3 Col4 Col5 Col6 Col7 Col8 Col9 Col10
    ITEM CODE MINIMUM
    ** DIMENSION**    		 CONSTRUCTION DETAILS PERFORMANCE PERFORMANCE REFERENCE NUMBER REFERENCE NUMBER REFERENCE NUMBER NOTES REC.
    HOURS
    ITEM CODE MINIMUM
    ** DIMENSION**    		 CONSTRUCTION DETAILS LOAD TIME PRE-BMS-92 BMS-92 POST- BMS-92 POST- BMS-92 POST- BMS-92
    C-10-RC-3 10″ 10″ square columns; aggregate concrete
    (5370 psi); reinforcement: vertical, four1/2″
    rebars; horizontal,5/16″ ties at 6″ pitch;
    cover: 1″.
  • CBC § 19A-3 High relevance — show source text

    1901 A .3 Anchoring to concrete. Anchoring to concrete shall be in accordance with ACI 318 as supplemented in Section 1905 A, and applies to cast-in (headed bolts, headed studs and hooked J- or L-bolts), post-installed expansion (torque-controlled and displacement-controlled), undercut, screw, and adhesive anchors.

    1901 A .4 Composite structural steel and concrete structures. Systems of structural steel acting compositely with reinforced concrete shall be designed in accordance with Section 2206 A of this code.

    1901 A .5 Construction documents. The construction documents for structural concrete construction shall include:

    1. The specified compressive strength of concrete at the stated ages or stages of construction for which each concrete element is designed.
    2. The specified strength or grade of reinforcement.
    3. The size and location of structural elements, reinforcement and anchors.
    4. Provision for dimensional changes resulting from creep, shrinkage and temperature.
    5. The magnitude and location of prestressing forces.
    6. Anchorage length of reinforcement and location and length of lap splices.
    7. Type and location of mechanical and welded splices of reinforcement.
    8. Details and location of contraction or isolation joints.
    9. Minimum concrete compressive strength at time of posttensioning.
    10. Stressing sequence for posttensioning tendons.
    11. For structures assigned to Seismic Design Category D, E or F, a statement if slab on grade is designed as a structural diaphragm. 12. Openings larger than 12 inches (305 mm) in any dimension shall be detailed on the structural drawings.

    1901 A .6 Special inspections and tests. S pecial inspections and tests of concrete elements of buildings and structures and concreting operations shall be as required by Chapter 17A and Section 1910A.

    2025 CALIFORNIA BUILDING CODE 19A-3

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

    �

    �

    CONCRETE

    1901 A .7 Tolerances for structural concrete. Where not indicated in construction documents, structural tolerances for concrete structural elements shall be in accordance with this section.

    1901 A .7.1 Cast-in-place concrete tolerances. Structural tolerances for cast-in-place concrete structural elements shall be in accordance with ACI 117.

    Exceptions:

    1. Group R-3 detached one- or two-family dwellings are not required to comply with this section.
    2. Shotcrete is not required to comply with this section. [DSA-SS] Tolerances for shotcrete construction shall be defined by the construction documents.

    1901 A .7.2 Precast concrete tolerances. Structural tolerances for precast concrete structural elements shall be in accordance with ACI ITG-7.

    Exception: Group R-3 detached one- or two-family dwellings are not required to comply with this section.

    SECTION 1902 A —COORDINATION OF TERMINOLOGY

    1902 A .1 General. Coordination of terminology used in ACI 318 and ASCE 7 shall be in accordance with Section 1902 A .1.1.

  • CBC § 7.2 High relevance — show source text

    BE APPLICABLE TO THE MINIMUM SOLID WALL LENGTH EQUATIONS SEE SECTION R608.7.2

    2025 CALIFORNIA RESIDENTIAL CODE 6-125

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

    WALL CONSTRUCTION

    FIGURE R608.7.1.1(2)—VERTICAL REINFORCEMENT LAYOUT DETAIL

    DETAIL
    NO.    		 NOM. WALL
    THICKNESS, IN.    		 REINFORCEMENT LAYOUT AT ENDS OF
    SOLID WALL SEGMENTS    		 NOTES
    1 4 3 inch Max. Typical
    2 inch Typical    		 For SI: 1 inch = 25.4 mm.
    1. See Table R608.7.1.1(6) for use
    of details.
    2. Minimum length of solid wall
    segment and size and grade
    of reinforcement in each end
    of each solid wall segment
    shall be determined from
    Table R608.7.1.1(6).
    3. For minimum cover requirements,
    see Section R608.5.4.1.
    4. For details 3 - 8 where two
    or more bars are in the same
    row parallel to the end of the
    segment, place bars so that
    corner bars are as close to the
    sides of the wall segments as
    minimum cover requirements
    of Section R608.5.4.1 will permit.
    5. For waffle- and screen-grid walls,
    each end of each solid wall
    segment shall have rectangular
    flanges. In the through-the-wall
    dimension, the flange shall be not
    less than 5½ inches for 6-inch
    nominal waffle- and screen-grid
    forms, and not less than 7½
    inches for 8-inch nominal waffle-
    grid forms. In the in-plane
    dimension, flanges shall be long
    enough to accommodate the
    vertical reinforcement required
    by the layout detail selected and
    provide the cover required by
    Section R608.5.4.1. If necessary
    to achieve the required
    dimensions, form material shall be
    removed or flat wall forms are
    permitted. See Table R608.7.1.1(6),
    Note e.
    2 4
    3 8
    6
    10
    4 6
    5 8 1 inch Min. clear spacing Typical 1 inch Min. clear spacing Typical
    6 8
    7 10
    8 10 * For minimum cover see Section R608.5.4.1
    *    		 * For minimum cover see Section R608.5.4.1
    *

    6-126 2025 CALIFORNIA RESIDENTIAL CODE

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

    FOOTING

    WALL CONSTRUCTION

    FIGURE R608.7.1.1(3)—VERTICAL WALL REINFORCEMENT ADJACENT TO WALL OPENINGS

    VERTICAL WALL REINFORCEMENT

    AT END OF SOLID WALL SEGMENT.

    WALL HEIGHT

    BELOW LOWEST

    ADJACENT

    OPENING MORE

    THAN REQUIRED

    BY SECTION

    R608.7.2.2.2

Frequently asked questions

Do plans always have to show lap lengths and splice locations?

Yes. The CBC explicitly requires the construction documents to include anchorage length and the location and length of lap splices and to show type/location of mechanical/welded splices (see § 1901A.5) .

If my project is small (residential), can I use the Residential Code tables for lap lengths and cover?

Yes — prescriptive tables in the Residential Code (for example, R608.5.4 and Table R608.5.4(1)) provide lap and development lengths and cover values for many residential situations; reference them on the drawings when used.

Which governs if ACI 318 and the CBC differ about cover for a specific foundation element?

The CBC § 1808A.8.2 directs you to use the largest applicable value and explicitly refers some entries to ACI 318; where the CBC defers to ACI you must follow the referenced ACI provision and show those values on the plans.

How is concrete cover measured?

Concrete cover is measured from the concrete surface to the outermost surface of the steel to which the cover requirement applies, per § 1808A.8.2.

Are bundled bars treated differently for cover?

Yes. Longitudinal bars spaced less than 1½ in clear are treated as bundled bars and the cover required follows the bundled-bar provision (referenced to ACI 318 by § 1808A.8.2).

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