CRC · California Residential Code
What are the reinforcement and isolated footing requirements?
For most detached single‑family and two‑family homes up to three stories with stud‑bearing walls, the CRC allows isolated plain concrete footings for columns (see § R403.1.3.6), but when reinforcement is required you must use Grade 40 rebar, provide specified cover (3 in if cast against earth), secure bars in position, and follow lap‑splice rules per § R403.1.3.5; always check the Seismic Design Category provisions in § R403.1.3 because SDCs D0/D1/D2 impose minimum prescriptive reinforcement.
Last reviewed: July 6, 2026
What the code requires — 2-4 sentences
In plain terms: the California Residential Code requires steel reinforcement in footings and stem walls per the reinforcement rules and placement/cover rules in § R403.1.3.5. At the same time, isolated plain concrete footings (for columns/pedestals) are explicitly permitted for detached one- and two‑family dwellings three stories or less with stud-bearing walls under § R403.1.3.6. Always check the seismic-design-category provisions in Section R403.1.3 because minimum reinforcing is required for footings located in certain seismic categories. § R403.1.3.5 § R403.1.3.6
The single most important rule: secure and locate reinforcement so it has the required cover and development shown in the code; plain isolated footings are allowed for typical detached houses with stud-bearing walls. § R403.1.3.5 § R403.1.3.6
Requirements in detail
1) Which steel is required
- Minimum yield strength: reinforcing steel must have a minimum yield strength of 40,000 psi (Grade 40). § R403.1.3.5.1
- Permitted standards: ASTM A615, A706M or A996M. § R403.1.3.5.1
2) Location, support and concrete cover
- Centerline location: the center of vertical reinforcement in stem walls must be at the centerline of the wall. § R403.1.3.5.2
- Secure in position: reinforcement must be tied or otherwise supported so it does not move during concrete placement. § R403.1.3.5.3
- Minimum concrete cover depends on how the concrete is cast and bar size (see table below). § R403.1.3.5.3
| Decision item | Required value | Code Reference |
|---|---|---|
| Minimum yield strength of rebar | 40,000 psi (Grade 40) | § R403.1.3.5.1 |
| Cover — concrete cast against earth | 3 in (75 mm) | § R403.1.3.5.3 |
| Cover — removable forms exposed to earth/weather | 1½ in (38 mm) for No. 5 and smaller; 2 in (50 mm) for No. 6 and larger | § R403.1.3.5.3 |
| Cover — removable forms not exposed / stay‑in‑place forms | ¾ in (19 mm) | § R403.1.3.5.3 |
| Lap splice lengths / spacing | Per Table R608.5.4(1) and Figure R608.5.4(1); max gap between parallel bars at splice = smaller of 1/5 of required lap length and 6 in (152 mm) | § R403.1.3.5.4 |
| Prescriptive vertical bar for stem walls (SDC D0/D1/D2) | Not fewer than one No. 4 vertical bar at ≤ 4 ft (1219 mm) o.c.; extend to bottom of footing and not less than 14 in (357 mm) into stem wall | § R403.1.3.1 |
3) Lap splices and bar lengths
- Use the longest practical bar lengths to avoid splices. Where splices are necessary, lap lengths must follow Table R608.5.4(1) and Figure R608.5.4(1) in the code; inspect the maximum allowed gap at splices (see table/figure). § R403.1.3.5.4
4) Isolated footings (plain concrete) — when allowed
- Isolated plain concrete footings supporting columns or pedestals are permitted in detached one‑ and two‑family dwellings that are three stories or less and constructed with stud-bearing walls. This is an explicit allowance: § R403.1.3.6
- Note: other code sections (e.g., prescriptive reinforcement for footings in certain Seismic Design Categories) may still apply; verify SDC applicability under R403.1.3. § R403.1.3
Exceptions & special cases
- The CRC gives a narrow permission for isolated plain footings for typical detached residences (see § R403.1.3.6). However, other provisions (Seismic Design Category requirements in R403.1.3 and the California Building Code design rules for plain concrete in higher SDCs) may impose reinforcement or limit plain concrete use — check those sections for your project. § R403.1.3.6 § R403.1.3
- Where the CRC delegates to tables or figures (for example Table R608.5.4(1) for lap splice lengths), you must use those detailed tables/drawings — the narrative sections point you to them. § R403.1.3.5.4
- The California Building Code (CBC) contains additional permissive/exclusive language about plain concrete footings and their limits (for example § 1905.6 in the CBC). See Related Provisions below.
Common mistakes
- Assuming any isolated footing can be plain concrete — only permitted per § R403.1.3.6 for detached one‑ and two‑family dwellings (≤3 stories) with stud-bearing walls; other building types or conditions may require reinforcement. § R403.1.3.6
- Not providing the required concrete cover for reinforcement (especially when concrete is cast against earth) — the code gives 3 in cover for concrete cast against earth; smaller covers are permitted only for removable forms not exposed or for stay‑in‑place forms. § R403.1.3.5.3
- Ignoring lap-splice rules — lap lengths and maximum gaps are specified; do not assume short laps are acceptable. § R403.1.3.5.4
- Overlooking seismic-design-category requirements — R403.1.3 prescribes minimum reinforcement for footings in SDC D0, D1 and D2; isolated‑footing permissions do not automatically negate SDC requirements — verify both. § R403.1.3
Worked example — concrete scenario
Scenario: You are building a detached, two‑story, single‑family house with stud‑bearing walls (not a townhouse), located in an area assigned to Seismic Design Category D1. You plan a column on an isolated footing to support a porch roof.
Steps and code application:
- Confirm isolated plain footings are allowed for detached one- and two‑family dwellings three stories or less with stud-bearing walls — allowed by § R403.1.3.6. § R403.1.3.6
- Because the house is in SDC D1, check § R403.1.3 (reinforced footing requirements for SDC D0/D1/D2). § R403.1.3 requires minimum reinforcement for concrete footings in those SDCs — you must reconcile the isolated-footing allowance with the SDC prescriptive reinforcement; the code text for SDCs indicates footings located in these categories shall have minimum reinforcement (see § R403.1.3). § R403.1.3
- Practical implication: even though isolated footings are permitted for detached dwellings, in SDC D1 you may be required to provide the minimum reinforcement shown in R403.1.3 (or follow an engineered design) for seismic performance. Confirm with the local code official or follow the reinforcement shown in Figure/Table R403.1.3 for your footing.
- If reinforcement is required, use Grade 40 rebar (min 40,000 psi) per § R403.1.3.5.1, place vertical/horizontal bars per the applicable R403.1.3 details, and provide required cover (e.g., 3 in if concrete is cast against earth). § R403.1.3.5.1 § R403.1.3.5.3
- If the isolated footing is accepted as plain concrete (no longitudinal reinforcement) by the authority having jurisdiction for this specific SDC/condition, confirm projection and dimension rules per the CBC and local amendments (see Related Provisions). If plain concrete is used, check thickness and projection limitations in the CBC.
(Short takeaway: start with § R403.1.3.6 for the isolated‑footing permission, then verify SDC requirements in § R403.1.3 and follow reinforcement rules in § R403.1.3.5 if reinforcement is required.) § R403.1.3.6 § R403.1.3 § R403.1.3.5
Related provisions
- § R403.1.3 — Footing and stem wall reinforcing in Seismic Design Categories D0, D1 and D2 (prescriptive reinforcement & figure)
- § R403.1.3.1 — Concrete stem walls with concrete footings (No. 4 vertical bar at ≤ 4 ft o.c., hooks, embedment)
- § R403.1.3.5.1–.4 — Steel reinforcement specs, location, support/cover and lap splice rules (covers and references to Table/Figure)
- § R403.1.4 — Minimum footing depth (exterior footings ≥ 12 in) — related to footing placement and frost protection
- California Building Code § 1905.6 — additional rules/limits on plain concrete footings in different seismic categories (see CBC for plain concrete allowances/exceptions)
Code references
Grounded in the retrieved California Residential Code — click a citation to read the verbatim passage:
CRC § 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:
Extended below the frost line specified in Table R301.2.
Constructed in accordance with Section R403.3.
Constructed in accordance with ASCE 32.
Erected on solid rock.
Footings shall not bear on frozen soil unless the frozen condition is permanent.
CRC § 1.3 High relevance — show source text
R403.1.3 Footing and stem wall reinforcing in Seismic Design Categories D 0 , D 1 and D 2 . Concrete footings located in Seismic Design Categories D 0, D 1 and D 2, as established in Table R301.2, shall have minimum reinforcement in accordance with this section and Figure R403.1.3. Reinforcement shall be installed with support and cover in accordance with Section R403.1.3.5.
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FIGURE R403.1.3—REINFORCED CONCRETE FOOTINGS AND MASONRY AND CONCRETE STEM WALLS IN SDC D 0 , D 1 AND D 2a, b, c, d, e, f
W = Width of footing, T = Thickness of footing and P = Projection per Section R403.1.1.
NOTES:
a. See Section R404.3 for sill requirements. b. See Section R403.1.6 for sill attachment.
c. See Section R506.3.3 for vapor barrier requirements. d. See Section R403.1 for base.
e. See Section R408 for under-floor ventilation and access requirements. f. See Section R403.1.3.5 for reinforcement requirements.
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R403.1.3.1 Concrete stem walls with concrete footings. In Seismic Design Categories D 0, D 1 and D 2 where a construction joint is created between a concrete footing and a concrete stem wall, not fewer than one No. 4 vertical bar shall be installed at not more than 4 feet (1219 mm) on center. The vertical bar shall have a standard hook and extend to the bottom of the footing and shall have support and cover as specified in Section R403.1.3.5.3 and extend not less than 14 inches (357 mm) into the stem wall. Standard hooks shall comply with Section R608.5.4.5. Not fewer than one No. 4 horizontal bar shall be installed within 12 inches (305 mm) of the top of the stem wall and one No. 4 horizontal bar shall be located 3 to 4 inches (76 mm to 102 mm) from the bottom of the footing.
R403.1.3.2 Masonry stem walls with concrete footings. In Seismic Design Categories D 0, D 1 and D 2 where a masonry stem wall is supported on a concrete footing, not fewer than one No. 4 vertical bar shall be installed at not more than 4 feet (1219 mm) on center. The vertical bar shall have a standard hook and extend to the bottom of the footing and shall have support and cover as specified in Section R403.1.3.5.3 and extend not less than 14 inches (357 mm) into the stem wall. Standard hooks shall comply with Section R608.5.4.5. Not fewer than one No. 4 horizontal bar shall be installed within 12 inches (305 mm) of the top of the wall and one No.
CRC § 1.3.5.4 High relevance — show source text
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:
Extended below the frost line specified in Table R301.2.
Constructed in accordance with Section R403.3.
Constructed in accordance with ASCE 32.
Erected on solid rock.
Footings shall not bear on frozen soil unless the frozen condition is permanent.
Exceptions:
- Protection of free-standing accessory structures with an area of 600 square feet (56 m [2] ) or less, of light-frame construction, with an eave height of 10 feet (3048 mm) or less shall not be required.
- Protection of free-standing accessory structures with an area of 400 square feet (37 m [2] ) or less, of other than lightframe construction, with an eave height of 10 feet (3048 mm) or less shall not be required.
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R403.1.5 Slope. The top surface of footings shall be level. The bottom surface of footings shall not have a slope exceeding 1 unit vertical in 10 units horizontal (10-percent slope). Footings shall be stepped where it is necessary to change the elevation of the top surface of the footings or where the slope of the bottom surface of the footings will exceed 1 unit vertical in 10 units horizontal (10percent slope).
R403.1.6 Foundation anchorage. Wood sill plates and wood walls supported directly on continuous foundations shall be anchored to the foundation in accordance with this section.
Cold-formed steel framing shall be anchored directly to the foundation or fastened to wood sill plates in accordance with Section R505.3.1 or R603.3.1, as applicable. Wood sill plates supporting cold-formed steel framing shall be anchored to the foundation in accordance with this section.
CRC § 1.3.3 High relevance — show source text
4 horizontal bar shall be installed within 12 inches (305 mm) of the top of the wall and one No. 4 horizontal bar shall be located 3 to 4 inches (76 mm to 102 mm) from the bottom of the footing. Masonry stem walls shall be solid grouted.
R403.1.3.3 Slabs-on-ground with turned-down footings. In Seismic Design Categories D 0, D 1 and D 2, slabs-on-ground cast monolithically with turned-down footings shall have not fewer than one No. 4 bar at the top and the bottom of the footing or one No. 5 bar or two No. 4 bars in the middle third of the footing depth.
Where the slab is not cast monolithically with the footing, No. 3 or larger vertical dowels with standard hooks on each end shall be installed at not more than 4 feet (1219 mm) on center in accordance with Figure R403.1.3, Detail 2. Standard hooks shall comply with Section R608.5.4.5.
R403.1.3.4 Interior bearing and braced wall panel footings in Seismic Design Categories D 0 , D 1 and D 2 . In Seismic Design Categories D 0, D 1 and D 2, interior footings supporting bearing walls or braced wall panels, and cast monolithically with a slab on grade, shall extend to a depth of not less than 12 inches (305 mm) below the top of the slab.
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).
CRC § 0.20 High relevance — show source text
- Horizontal reinforcement of not less than 0.20 square inch (129 mm [2] ) in cross-sectional area shall be provided: 2.1. Continuously at structurally connected roof and floor levels and at the top of walls. 2.2. At the bottom of load-bearing walls or in the top of foundations where doweled to the wall. 2.3. At a maximum spacing of 120 inches (3048 mm).
Reinforcement at the top and bottom of openings, where used in determining the maximum spacing specified in Item 2.3, shall be continuous in the wall.
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CONCRETE
1905.6 Structural plain concrete. Structural plain concrete elements shall comply with this section in lieu of Section 14.1.4 of ACI 318. [OSHPD 1R, 2 & 5] Plain concrete shall not be permitted.
1905.6.1 Seismic Design Categories A and B. In structures assigned to Seismic Design Category A or B, detached one- and twofamily dwellings three stories or less in height constructed with stud-bearing walls are permitted to have plain concrete footings without longitudinal reinforcement.
1905.6.2 Seismic Design Categories C, D, E and F. Structures assigned to Seismic Design Category C, D, E or F shall not have elements of structural plain concrete, except as follows:
Structural plain concrete basement, foundation or other walls below the base as defined in ASCE/SEI 7 are permitted in detached one- and two-family dwellings three stories or less in height constructed with stud-bearing walls. In dwellings assigned to Seismic Design Category D or E, the height of the wall shall not exceed 8 feet (2438 mm), the thickness shall be not less than 7 [1] / 2 inches (190 mm), and the wall shall retain not more than 4 feet (1219 mm) of unbalanced fill. Walls shall have reinforcement in accordance with Section 14.6.1 of ACI 318.
Isolated footings of plain concrete supporting pedestals or columns are permitted, provided that the projection of the footing beyond the face of the supported member does not exceed the footing thickness. Exception: In detached one- and two-family dwellings three stories or less in height, the projection of the footing beyond the face of the supported member is permitted to exceed the footing thickness.
Plain concrete footings supporting walls are permitted, provided that the footings have not fewer than two continuous longitudinal reinforcing bars. Bars shall not be smaller than No. 4 and shall have a total area of not less than 0.002 times the gross cross-sectional area of the footing. For footings that exceed 8 inches (203 mm) in thickness, not fewer than one bar shall be provided at the top and bottom of the footing. Continuity of reinforcement shall be provided at corners and intersections.
Exceptions:
- Where assigned to Seismic Design Category C, detached one- and two-family dwellings three stories or less in height constructed with stud-bearing walls are permitted to have plain concrete footings without longitudinal reinforcement.
CRC § 304.8 High relevance — show source text
The height of cripple walls does not exceed 4 feet.
2. First-floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams.
3. The distance between bracing lines does not exceed twice the building width measured parallel to the braced wall line.|For SI: 1 foot = 304.8 mm.
R = Continuous solid or fully grouted masonry or concrete footings in accordance with Section R403.1.3.4 required.
NR = Continuous footings not required.
a. Buildings shall be permitted to have interior braced wall panels supported on continuous foundations at intervals not exceeding 50 feet, provided that the following condi-
tions are all met:
1. The height of cripple walls does not exceed 4 feet.
2. First-floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams.
3. The distance between bracing lines does not exceed twice the building width measured parallel to the braced wall line.|For SI: 1 foot = 304.8 mm.
R = Continuous solid or fully grouted masonry or concrete footings in accordance with Section R403.1.3.4 required.
NR = Continuous footings not required.
a. Buildings shall be permitted to have interior braced wall panels supported on continuous foundations at intervals not exceeding 50 feet, provided that the following condi-
tions are all met:
1. The height of cripple walls does not exceed 4 feet.
2. First-floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams.
3. The distance between bracing lines does not exceed twice the building width measured parallel to the braced wall line.|R403.1.3 Footing and stem wall reinforcing in Seismic Design Categories D 0 , D 1 and D 2 . Concrete footings located in Seismic Design Categories D 0, D 1 and D 2, as established in Table R301.2, shall have minimum reinforcement in accordance with this section and Figure R403.1.3. Reinforcement shall be installed with support and cover in accordance with Section R403.1.3.5.
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FIGURE R403.1.3—REINFORCED CONCRETE FOOTINGS AND MASONRY AND CONCRETE STEM WALLS IN SDC D 0 , D 1 AND D 2a, b, c, d, e, f
W = Width of footing, T = Thickness of footing and P = Projection per Section R403.1.1.
NOTES:
a. See Section R404.3 for sill requirements. b. See Section R403.1.6 for sill attachment.
c. See Section R506.3.3 for vapor barrier requirements. d. See Section R403.1 for base.
e. See Section R408 for under-floor ventilation and access requirements. f. See Section R403.1.3.5 for reinforcement requirements.
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CRC § 0.002 High relevance — show source text
- Isolated footings of plain concrete supporting pedestals or columns are permitted, provided that the projection of the footing beyond the face of the supported member does not exceed the footing thickness. Exception: In detached one- and two-family dwellings three stories or less in height, the projection of the footing beyond the face of the supported member is permitted to exceed the footing thickness.
- Plain concrete footings supporting walls are permitted, provided that the footings have not fewer than two continuous longitudinal reinforcing bars. Bars shall not be smaller than No. 4 and shall have a total area of not less than 0.002 times the gross cross-sectional area of the footing. For footings that exceed 8 inches (203 mm) in thickness, not fewer than one bar shall be provided at the top and bottom of the footing. Continuity of reinforcement shall be provided at corners and intersections.
Exceptions:
Where assigned to Seismic Design Category C, detached one- and two-family dwellings three stories or less in height constructed with stud-bearing walls are permitted to have plain concrete footings without longitudinal reinforcement.
For foundation systems consisting of a plain concrete footing and a plain concrete stemwall, not fewer than one bar shall be provided at the top of the stemwall and at the bottom of the footing.
Footings cast monolithically with a slab-on-ground shall have not fewer than one No. 4 bar at the top and bottom of the footing or one No. 5 bar or two No. 4 bars in the middle third of the footing depth.
1905.7 Design requirements for anchors. For the design requirements for anchors, Sections 1905.7.1 and 1905.7.2 provide exceptions that are permitted to ACI 318.
1905.7.1 Anchors in tension. The following exception is permitted to ACI 318 Section 17.10.5.2:
Exception: Anchors designed to resist wall out-of-plane forces with design strengths equal to or greater than the force determined in accordance with ASCE/SEI 7 Equation 12.11-1 or 12.14-1 shall be deemed to satisfy Section 17.10.5.3(d) of ACI 318.
1905.7.2 Anchors in shear. The following exceptions are permitted to ACI 318 Section 17.10.6.2:
Exceptions:
- For the calculation of the in-plane shear strength of anchor bolts attaching wood sill plates of bearing or nonbearing walls of light-frame wood structures to foundations or foundation stemwalls, the in-plane shear strength in accordance with Sections 17.7.2 and 17.7.3 of ACI 318 need not be computed and Section 17.10.6.3 of ACI 318 shall be deemed to be satisfied provided that all of the following are met: 1.1. The allowable in-plane shear strength of the anchor is determined in accordance with ANSI/AWC NDS Table 12E for lateral design values parallel to grain. 1.2. The maximum anchor nominal diameter is [5] / 8 inch (16 mm). 1.3. Anchor bolts are embedded into concrete not less than 7 inches (178 mm). 1.4. Anchor bolts are located not less than 1¾ inches (45 mm) from the edge of the concrete parallel to the length of the wood sill plate. 1.5. Anchor bolts are located not less than 15 anchor diameters from the edge of the concrete perpendicular to the length of the wood sill plate. 1.6.
CRC § 25.4 High relevance — show source text
b, c**|T|H|Vertical reinforcing|Vertical reinforcing| |Number
of stories|W|F|Da, b, c|T|H|Single-pour
wall and
footing|Footing
placed separate
from wall| |1|12 inches|6 inches|12 inches|6 inches|≤ 24 inches|#4 @ 48 inches
on center|#4 @ 32 inches
on center| |2|15 inches|7 inches|18 inches|8 inches|≥ 36 inches|#4 @ 48 inches
on center|#4 @ 32 inches
on center| |3|18 inches|8 inches|24 inches|10 inches|≥ 36 inches|#4 @ 48 inches
on center|#4 @ 18 inches
on center| |For SI: 1 inch = 25.4 mm.
a. Where frost conditions occur, the minimum depth shall extend below the frost line.
b. The ground surface along the interior side of the foundation may be excavated to the elevation of the top of the footing.
c. Where the soil is designated as expansive, the foundation depth and reinforcement shall be approved by the code official.|For SI: 1 inch = 25.4 mm.
a. Where frost conditions occur, the minimum depth shall extend below the frost line.
b. The ground surface along the interior side of the foundation may be excavated to the elevation of the top of the footing.
c. Where the soil is designated as expansive, the foundation depth and reinforcement shall be approved by the code official.|For SI: 1 inch = 25.4 mm.
a. Where frost conditions occur, the minimum depth shall extend below the frost line.
b. The ground surface along the interior side of the foundation may be excavated to the elevation of the top of the footing.
c. Where the soil is designated as expansive, the foundation depth and reinforcement shall be approved by the code official.|For SI: 1 inch = 25.4 mm.
a. Where frost conditions occur, the minimum depth shall extend below the frost line.
b. The ground surface along the interior side of the foundation may be excavated to the elevation of the top of the footing.
c. Where the soil is designated as expansive, the foundation depth and reinforcement shall be approved by the code official.|For SI: 1 inch = 25.4 mm.
a. Where frost conditions occur, the minimum depth shall extend below the frost line.
b. The ground surface along the interior side of the foundation may be excavated to the elevation of the top of the footing.
c. Where the soil is designated as expansive, the foundation depth and reinforcement shall be approved by the code official.|For SI: 1 inch = 25.4 mm.
a. Where frost conditions occur, the minimum depth shall extend below the frost line.
b. The ground surface along the interior side of the foundation may be excavated to the elevation of the top of the footing.
c. Where the soil is designated as expansive, the foundation depth and reinforcement shall be approved by the code official.|For SI: 1 inch = 25.4 mm.
a. Where frost conditions occur, the minimum depth shall extend below the frost line.
b. The ground surface along the interior side of the foundation may be excavated to the elevation of the top of the footing.
c.CRC § 4-39 Medium relevance — show source text
- In Seismic Design Categories D 0, D 1 and D 2, prescriptive reinforcement shall be provided in the horizontal and vertical direction. Provide minimum horizontal joint reinforcement of two No. 9 gage wires spaced not less than 6 inches (152
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FOUNDATIONS
mm) or one [1] / 4 -inch-diameter (6.4 mm) wire at 10 inches (254 mm) on center vertically. Provide minimum vertical reinforcement of one No. 4 bar at 48 inches (1220 mm) on center horizontally grouted in place.
FIGURE R404.1.5.3—FOUNDATION WALL CLAY MASONRY CURTAIN WALL WITH CONCRETE MASONRY PIERS
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 degree = 0.0175 rad.
R404.1.6 Height above finished grade. Concrete and masonry foundation walls shall extend above the finished grade adjacent to the foundation at all points not less than 4 inches (102 mm) where masonry veneer is used and not less than 6 inches (152 mm) elsewhere.
R404.1.7 Backfill placement. Backfill shall not be placed against the wall until the wall has sufficient strength and has been anchored to the floor above, or has been sufficiently braced to prevent damage by the backfill.
Exception: Bracing is not required for walls supporting less than 4 feet (1219 mm) of unbalanced backfill.
R404.1.8 Rubble stone masonry. Rubble stone masonry foundation walls shall have a minimum thickness of 16 inches (406 mm), shall not support an unbalanced backfill exceeding 8 feet (2438 mm) in height, shall not support a soil pressure greater than 30 pounds per square foot per foot (4.71 kPa/m), and shall not be constructed in Seismic Design Categories D 0, D 1, D 2 or townhouses in Seismic Design Category C, as established in Figure R301.2(2).
R404.1.9 Isolated masonry piers. Isolated masonry piers shall be constructed in accordance with this section and the general masonry construction requirements of Section R606. Hollow masonry piers shall have a minimum nominal thickness of 8 inches (203 mm), with a nominal height not exceeding four times the nominal thickness and a nominal length not exceeding three times the nominal thickness. Where hollow masonry units are solidly filled with concrete or grout, piers shall be permitted to have a nominal height not exceeding ten times the nominal thickness. Footings for isolated masonry piers shall be sized in accordance with Section R403.1.1.
R404.1.9.1 Pier cap. Hollow masonry piers shall be capped with 4 inches (102 mm) of solid masonry or concrete, a masonry cap block, or shall have cavities of the top course filled with concrete or grout. Where required, termite protection for the pier cap shall be provided in accordance with Section R305.
4-40 2025 CALIFORNIA RESIDENTIAL CODE
on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.
FOUNDATIONS
**R404.1.9.2 Masonry piers supporting floor girders.
California Residential Code Medium relevance — show source text
; 2′ C.R.S. with 1″ cover on
both top and bottom flanges; 13′1″ span
restrained.|60 psf|2 hrs|||7|1, 3|2| |F/C-6-RC-34|61/4″|61/4″ thick; 43/4″ (5120 psi) concrete core;
1″ T&G board flooring;1/2″ plaster under-
coat; 4″ × 3″ × 10 lbs R.S.J.; 3′ C.R.S. flush
with top surface concrete; 12′ span simply
supported; 2″ × 1′3″ clinker concrete
insert.|100 psf|4 hrs|||7|1, 7|4| |F/C-6-RC-35|61/4″|43/4″ (3600 psi) concrete core; 1″ T&G
board flooring;1/2″ plaster undercoat; 4″ ×
3″ × 10 lbs R.S.J.; 3′ C.R.S. flush with top
surface concrete; 12′ span simply
supported; 2″ × 1′3″ clinker concrete
insert.|100 psf|2 hrs
30 min|||7|1, 5|21/2| |F/C-6-RC-36|61/4″|43/4″ (2800 psi) concrete core; 1″ T&G
board flooring;1/2″ plaster undercoat; 4″ ×
3″ × 10 lbs R.S.J.; 3′ C.R.S. flush with top
surface concrete; 12″ span simply
supported; 2″ × 1′3″ clinker concrete
insert.|80 psf|4 hrs|||7|1, 7|4| |F/C-7-RC-37|7″|(3640 psi) concrete deck;1/4″ reinforce-
ment bars at 6″ pitch with 11/2″ cover;1/4″
reinforcement bars at 5″ pitch perpendic-
ular with 11/2″ cover; 13′1″ span
restrained.|169 psf|6 hrs|||7|1, 14|6| |F/C-7-RC-38|7″|(4060 psi) concrete deck; 4″ × 3″ × 10 lbs
R.S.J.; 2′6″ C.R.S. with 11/2″ cover on both
top and bottom flanges; 4″ × 6″ × 13 SWG
mesh reinforcement 11/2″ from bottom of
slab; 13′1″ span restrained.|175 psf|6 hrs|||7|1, 14|6| |F/C-7-RC-39|71/4″|53/4″ (4010 psi) concrete core; 1″ T&G
board flooring;1/2″ plaster undercoat;
4″ × 3″ × 10 lbs R.S.J.; 2′6″ C.R.S.CRC § 1.9 Medium relevance — show source text
R404.1.9 Isolated masonry piers. Isolated masonry piers shall be constructed in accordance with this section and the general masonry construction requirements of Section R606. Hollow masonry piers shall have a minimum nominal thickness of 8 inches (203 mm), with a nominal height not exceeding four times the nominal thickness and a nominal length not exceeding three times the nominal thickness. Where hollow masonry units are solidly filled with concrete or grout, piers shall be permitted to have a nominal height not exceeding ten times the nominal thickness. Footings for isolated masonry piers shall be sized in accordance with Section R403.1.1.
R404.1.9.1 Pier cap. Hollow masonry piers shall be capped with 4 inches (102 mm) of solid masonry or concrete, a masonry cap block, or shall have cavities of the top course filled with concrete or grout. Where required, termite protection for the pier cap shall be provided in accordance with Section R305.
4-40 2025 CALIFORNIA RESIDENTIAL CODE
on Jul 18, 2025 11:14 AM (CDT) THEREUNDER.
FOUNDATIONS
R404.1.9.2 Masonry piers supporting floor girders. Masonry piers supporting wood girders sized in accordance with Tables R602.7(1) and R602.7(2) shall be permitted in accordance with this section. Piers supporting girders for interior bearing walls shall have a minimum nominal dimension of 12 inches (305 mm) and a maximum height of 10 feet (3048 mm) from top of footing to bottom of sill plate or girder. Piers supporting girders for exterior bearing walls shall have a minimum nominal dimension of 12 inches (305 mm) and a maximum height of 4 feet (1220 mm) from top of footing to bottom of sill plate or girder. Girders and sill plates shall be anchored to the pier or footing in accordance with Section R403.1.6 or Figure R404.1.5.3. Floor girder bearing shall be in accordance with Section R502.6.
R404.1.9.3 Masonry piers supporting braced wall panels. Masonry piers supporting braced wall panels shall be designed in accordance with accepted engineering practice.
R404.1.9.4 Seismic design of masonry piers. Masonry piers in dwellings located in Seismic Design Category D 0, D 1 or D 2, and townhouses in Seismic Design Category C, shall be designed in accordance with accepted engineering practice.
R404.1.9.5 Masonry piers in flood hazard areas. Masonry piers for dwellings in flood hazard areas shall be designed in accordance with Section R306.
R404.2 Wood foundation walls. Wood foundation walls shall be constructed in accordance with the provisions of Sections R404.2.1 through R404.2.6 and with the details shown in Figures R403.1(2) and R403.1(3).
California Residential Code Medium relevance — show source text
; 2′6″ C.R.S. with 1″ cover on
both top and bottom flanges; 12′ span
simply supported.|115 psf|29 min|||7|1, 5,
13|1/4| |F/C-6-RC-31|6″|6″ deep (3450 psi) concrete deck; 4″ ×
13/4″ × 5 lbs R.S.J.; 2′6″ C.R.S. with 1″ cover
on both top and bottom flanges; 12′ span
simply supported.|25 psf|3 hrs
35 min|||7|1, 2|31/2| |F/C-6-RC-32|6″|6″ deep (4460 psi) concrete deck; 4″ ×
13/4″ × 5 lbs R.S.J.; 2′ C.R.S. with 1″ cover
on both top and bottom flanges; 12′ span
simply supported.|60 psf|4 hrs
30 min|||7|1, 10|41/2| |F/C-6-RC-33|6″|6″ deep (4360 psi) concrete deck; 4″ × 13/4″
× 5 lbs R.S.J.; 2′ C.R.S. with 1″ cover on
both top and bottom flanges; 13′1″ span
restrained.|60 psf|2 hrs|||7|1, 3|2| |F/C-6-RC-34|61/4″|61/4″ thick; 43/4″ (5120 psi) concrete core;
1″ T&G board flooring;1/2″ plaster under-
coat; 4″ × 3″ × 10 lbs R.S.J.; 3′ C.R.S. flush
with top surface concrete; 12′ span simply
supported; 2″ × 1′3″ clinker concrete
insert.|100 psf|4 hrs|||7|1, 7|4| |F/C-6-RC-35|61/4″|43/4″ (3600 psi) concrete core; 1″ T&G
board flooring;1/2″ plaster undercoat; 4″ ×
3″ × 10 lbs R.S.J.; 3′ C.R.S. flush with top
surface concrete; 12′ span simply
supported; 2″ × 1′3″ clinker concrete
insert.|100 psf|2 hrs
30 min|||7|1, 5|21/2| |F/C-6-RC-36|61/4″|43/4″ (2800 psi) concrete core; 1″ T&G
board flooring;1/2″ plaster undercoat; 4″ ×
3″ × 10 lbs R.S.J.; 3′ C.R.S.
Frequently asked questions
Can I always use a plain (nonreinforced) isolated footing for a column at my detached house?
Only when the footing is for a detached one‑ or two‑family dwelling three stories or less constructed with stud‑bearing walls — that's permitted by § R403.1.3.6. However, if your site/building falls into a seismic category that requires prescriptive reinforcement (see § R403.1.3), reinforcement rules may still apply. § R403.1.3.6 § R403.1.3
What is the minimum cover for rebar in footings?
Minimum cover is 3 inches when concrete is cast against the earth. Different minimums apply when using removable forms exposed to weather or when bars are in stay‑in‑place forms; see § R403.1.3.5.3 for the full breakdown. § R403.1.3.5.3
What strength/grade of rebar does the CRC require?
Reinforcing steel must meet ASTM A615, A706M or A996M and have a minimum yield strength of 40,000 psi (Grade 40) per § R403.1.3.5.1. § R403.1.3.5.1
Where do I find lap splice lengths for footing bars?
Lap splice lengths are specified in Table R608.5.4(1) and illustrated in Figure R608.5.4(1); see § R403.1.3.5.4 which directs you to those references. § R403.1.3.5.4
If my project is in SDC D1, do I still need reinforcement for footings?
Yes — § R403.1.3 states that concrete footings located in Seismic Design Categories D0, D1 and D2 shall have minimum reinforcement per that section and figure; you must follow those prescriptive reinforcement details or an engineered design. § R403.1.3
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