Footings (sizes, depths, reinforcement)

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

• CRC § 2.3 High relevance — show source text

  FINISH GRADE SLOPE [1] / 2 IN. PER FOOT, MIN. 6 FT. FROM WALL

  16 IN.

  PRESSURE-PRESERVATIVE TREATED 2 � 6 IN. STUD WALL

  PRESSURE-PRESERVATIVE TREATED PLYWOOD (SEE TABLE R404.2.3)

  PRESSURE-PRESERVATIVE TREATED 2 � 6 IN. BOTTOM PLATE

  PRESSURE-PRESERVATIVE TREATED 2 � 8 IN. FOOTING PLATE

  BELOW FROST LINE

  2025 CALIFORNIA RESIDENTIAL CODE 4-11

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

  �

  FOUNDATIONS

  R403.1.1 Minimum size. The minimum width, W, and thickness, T, for concrete footings shall be in accordance with Tables R403.1(1) through R403.1(3) and Figure R403.1(1) or R403.1.3, as applicable, but not less than 12 inches (305 mm) in width and 6 inches (152 mm) in depth. The footing width shall be based on the load-bearing value of the soil in accordance with Table R401.4.1(1). Footing projections, P, shall be not less than 2 inches (51 mm) and shall not exceed the thickness of the footing. Footing thickness and projection for fireplaces shall be in accordance with Section R1001.2. The size of footings supporting piers and columns shall be based on the tributary load and allowable soil pressure in accordance with Table R401.4.1(1). Footings for wood foundations shall be in accordance with the details set forth in Section R403.2, and Figures R403.1(2) and R403.1(3). Footings for precast foundations shall be in accordance with the details set forth in Section R403.4, Table R403.4, and Figures R403.4(1) and R403.4(2). Crushed stone footings for cast-in-place concrete foundations shall be in accordance with Section R403.5.

  R403.1.2 Continuous footing in Seismic Design Categories D 0 , D 1 and D 2 . Exterior walls and required interior braced wall panels of buildings located in Seismic Design Categories D 0, D 1 and D 2 shall be supported by continuous solid or fully grouted masonry or concrete footings in accordance with Table R403.1.2. Other footing materials or systems shall be designed in accordance with accepted engineering practice.

  TABLE R403.1.2—CONTINUOUS FOOTING REQUIREMENTS IN SEISMIC DESIGN CATEGORIES D, D AND D 0 1 2	Col2	Col3	Col4	Col5	Col6	Col7	Col8	Col9	Col10	Col11	Col12	Col13	Col14	Col15
  **BUILDING PLAN

• CRC § 1.4 High relevance — show source text

  TOP OF FOOTING MIN. 4 IN.

  BELOW UNDISTURBED GROUND

  SURFACE

  12 IN. MIN. FOOTING DEPTH PER

  SECTION R403.1.4

  AREA OF EXTENDED CRUSHED

  STONE FOOTING DEPTH AT

  WIDTH 'W' TO BELOW FROST

  LINE WHERE APPLICABLE

  NOT TO SCALE

  For SI: 1 inch = 25.4 mm, 1 foot = 304.5 mm.

  2025 CALIFORNIA RESIDENTIAL CODE 4-23

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  FOUNDATIONS

  FIGURE R403.5(3)—CRUSHED STONE FOOTINGS FOR CAST-IN-PLACE CONCRETE FOUNDATIONS IN SEISMIC DESIGN CATEGORIES A, B, AND C AND WIND EXPOSURE CATEGORIES B, C, AND D: CONCRETE SLAB-ON-GROUND WITH TURNED DOWN FOUNDATION

  SILL PLATE AND ANCHORAGE

  PER SECTION R403.5 ANCHORS

  WITH 7" MIN. EMBEDMENT

  MIN. CLEARANCE PER

  SECTIONS R404.1.6 AND

  R304.1 TYP.

  TOP OF FOOTING MIN. 4 IN.

  BELOW UNDISTURBED GROUND

  SURFACE

  12 IN. MIN. FOOTING DEPTH PER

  SECTION R403.1.4

  GREATER DEPTH FOR FROST

  PROTECTION WHERE

  APPLICABLE PER SECTION

  R403.1.4.1

  NOT TO SCALE

  For SI: 1 inch = 25.4 mm, 1 foot = 304.5 mm.

  TABLE R403.5—MINIMUM CAST-IN-PLACE CONCRETE FOUNDATION WALL DIMENSIONS, REINFORCEMENT AND MAXIMUM BRACED WALL LINE SPACING	Col2	Col3	Col4	Col5
  WIND EXPOSURE CATEOGRY	ULTIMATE DESIGN WIND SPEED (miles per hour)	MINIMUM STEM WALL WIDTH (inches) MI W	NIMUM STEM ALL HEIGHT (inches) MINIMUM HORIZONTAL REBAR	MAXIMUM BRACED WALL LINE SPACING (feet)
  B	< 140	6	12 (2) - #4	28
  C and D	< 140	8	18 (3) - #4	25
  For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mph = 0.447 m/s.	For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mph = 0.447 m/s.	For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mph = 0.447 m/s.	For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mph = 0.447 m/s.	For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mph = 0.447 m/s.

• 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.

  4-12 2025 CALIFORNIA RESIDENTIAL CODE

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  FOUNDATIONS

  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.

  2025 CALIFORNIA RESIDENTIAL CODE 4-13

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  FOUNDATIONS

• CRC § 2.3 High relevance — show source text

  2 � 6 IN. STUD INSULATED

  AS APPROPRIATE AND WARM SIDE

  VAPOR BARRIER

  FINISH GRADE SLOPE [1] / 2 IN. PER FOOT, MIN. 6 FT. FROM WALL

  PRESSURE-PRESERVATIVETREATED PLYWOOD (SEE TABLE R404.2.3)

  6 MIL POLYETHYLENE FILM

  6 MIL POLYETHYLENE FILM ON CRUSHED STONE OR GRAVEL BACKFILL

  PRESSURE-PRESERVATIVE TREATED 2 � 6 IN. BOTTOM

  Col1	2-IN. AIR GAP
  . BACKFILL)	2-IN. AIR GAP 4 IN. 1-IN.-THICK PRESSURE TREATED LUMBER OR PROTECTING TOP OF P PRESS TREAT PLATE PRES TREA PLATE .
  HED 4 IN. 16 IN	HED 4 IN. 16 IN

  STONE FILL UNDER FLOOR (SEE SECTION R403.2)

  6 IN.

  For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm.

  FIGURE R403.1(3)—PERMANENT WOOD FOUNDATION CRAWL SPACE SECTION

  PRESSURE-PRESERVATIVE TREATED

  6 MIL POLYETHYLENE FILM

  6 IN.

  6 IN. GRAVEL OR CRUSHED STONE (SEE SECTION R403.2)

  For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mil = 0.0254 mm.

  FINISH GRADE SLOPE [1] / 2 IN. PER FOOT, MIN. 6 FT. FROM WALL

  16 IN.

  PRESSURE-PRESERVATIVE TREATED 2 � 6 IN. STUD WALL

  PRESSURE-PRESERVATIVE TREATED PLYWOOD (SEE TABLE R404.2.3)

  PRESSURE-PRESERVATIVE TREATED 2 � 6 IN. BOTTOM PLATE

  PRESSURE-PRESERVATIVE TREATED 2 � 8 IN. FOOTING PLATE

  BELOW FROST LINE

  2025 CALIFORNIA RESIDENTIAL CODE 4-11

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

  �

  FOUNDATIONS

  R403.1.1 Minimum size. The minimum width, W, and thickness, T, for concrete footings shall be in accordance with Tables R403.1(1) through R403.1(3) and Figure R403.1(1) or R403.1.3, as applicable, but not less than 12 inches (305 mm) in width and 6 inches (152 mm) in depth. The footing width shall be based on the load-bearing value of the soil in accordance with Table R401.4.1(1). Footing projections, P, shall be not less than 2 inches (51 mm) and shall not exceed the thickness of the footing. Footing thickness and projection for fireplaces shall be in accordance with Section R1001.2. The size of footings supporting piers and columns shall be based on the tributary load and allowable soil pressure in accordance with Table R401.4.1(1).

• 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:

  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.

• CRC § 19.1 Medium relevance — show source text

  2. Structural reinforcing steel shall meet the requirements of ASTM A615, A706M or A996M. The minimum yield strength of reinforcing steel shall be 40,000 psi (Grade 40) (276 MPa). Steel reinforcement for precast concrete foundation walls shall have a minimum concrete cover of [3] / 4 inch (19.1 mm).

  3. Panel-to-panel connections shall be made with Grade II steel fasteners.

  4. The use of nonstructural fibers shall conform to ASTM C1116.

  5. Grout used for bedding precast foundations placed on concrete footings shall meet ASTM C1107.

  R402.4 Masonry. Masonry systems shall be designed and installed in accordance with this chapter and shall have a minimum specified compressive strength of 1,500 psi (10.3 MPa).

  SECTION R403—FOOTINGS

  R403.1 General. All exterior walls shall be supported on continuous solid or fully grouted masonry or concrete footings, crushed stone footings, wood foundations, or other approved structural systems that shall be of sufficient design to accommodate all loads according to Section R301 and to transmit the resulting loads to the soil within the limitations as determined from the character of the soil. Footings shall be supported on undisturbed natural soils or engineered fill. Concrete footing shall be designed and constructed in accordance with the provisions of Section R403 or in accordance with ACI 332.

  TABLE R403.1(1)—MINIMUM WIDTH AND THICKNESS FOR CONCRETE FOOTINGS FOR LIGHT-FRAME CONSTRUCTION (inches)a, b, c, d	Col2	Col3	Col4	Col5	Col6	Col7	Col8
  ** GROUND SNOW LOAD** OR ROOF LIVE LOAD	** STORY AND TYPE OF** STRUCTURE WITH LIGHT FRAME	** LOAD-BEARING VALUE OF SOIL (psf)**	** LOAD-BEARING VALUE OF SOIL (psf)**	** LOAD-BEARING VALUE OF SOIL (psf)**	** LOAD-BEARING VALUE OF SOIL (psf)**	** LOAD-BEARING VALUE OF SOIL (psf)**	** LOAD-BEARING VALUE OF SOIL (psf)**
  ** GROUND SNOW LOAD** OR ROOF LIVE LOAD	** STORY AND TYPE OF** STRUCTURE WITH LIGHT FRAME	** 1,500**	** 2,000**	** 2,500**	** 3,000**	** 3,500**	** 4,000**
  20 psf roof live load or 25 psf ground snow load	1 story—slab-on-grade	12 × 6	12 × 6	12 × 6	12 × 6	12 × 6	12 × 6
  20 psf roof live load or 25 psf ground snow load	1 story—with crawl space	12 × 6	12 × 6	12 × 6	12 × 6	12 × 6	12 × 6
  20 psf roof live load or 25 psf ground snow load	1 story—plus basement	16 × 6	12 × 6	12 × 6	12 × 6	12 × 6	12 × 6
  20 psf roof live load or 25 psf ground snow load	2 story—slab-on-grade	13 × 6	12 ×

• CRC § 1.10. Medium relevance — show source text

  If the
  increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or
  greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir-
  rups that has been increased.
  k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.
  l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10.
  m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for
  interpolation and information only.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
  a. See Table R608.3 for tolerances permitted from nominal thickness.
  b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j.
  c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads.
  d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less.
  e. Linear interpolation is permitted between ground snow loads and between lintel depths.
  f. DR indicates design required.
  g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the
  lintel.
  h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
  i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least
  amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2.
  j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the
  increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or
  greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir-
  rups that has been increased.
  k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.
  l.

• CRC § 1.05. Medium relevance — show source text

  Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less.
  e. Linear interpolation is permitted between ground snow loads and between lintel depths.
  f. DR indicates design required.
  g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the
  lintel.
  h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
  i. Allowable clear span without stirrups applicable to all lintels of the same depth,D. Top and bottom reinforcement for lintels without stirrups shall be not less than the least
  amount of reinforcement required for a lintel of the same depth and loading condition with stirrups. All other spans require stirrups spaced at not more than_d_/2.
  j. Where concrete with a minimum specified compressive strength of 3,000 psi is used, clear spans for lintels without stirrups shall be permitted to be multiplied by 1.05. If the
  increased span exceeds the allowable clear span for a lintel of the same depth and loading condition with stirrups, the top and bottom reinforcement shall be equal to or
  greater than that required for a lintel of the same depth and loading condition that has an allowable clear span that is equal to or greater than that of the lintel without stir-
  rups that has been increased.
  k. Center distance,A, is the center portion of the clear span where stirrups are not required. This is applicable to all longitudinal bar sizes and steel yield strengths.
  l. Where concrete with a minimum specified compressive strength of 3,000 psi is used, center distance,A, shall be permitted to be multiplied by 1.10.
  m.The maximum clear opening width between two solid wall segments shall be 18 feet. See Section R608.7.2.1. Lintel clear spans in the table greater than 18 feet are shown for
  interpolation and information only.|For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa, 1 pound per square foot = 0.0479 kPa, Grade 40 = 280 MPa, Grade 60 = 420 MPa.
  a. See Table R608.3 for tolerances permitted from nominal thickness.
  b. Table values are based on concrete with a minimum specified compressive strength of 2,500 psi. See Note j.
  c. Table values are based on uniform loading. See Section R608.8.2 for lintels supporting concentrated loads.
  d. Deflection criterion is_L_/240, where_L_ is the clear span of the lintel in inches, or1/2 inch, whichever is less.
  e. Linear interpolation is permitted between ground snow loads and between lintel depths.
  f. DR indicates design required.
  g. Lintel depth,D, is permitted to include the available height of wall located directly above the lintel, provided that the increased lintel depth spans the entire length of the
  lintel.
  h. Stirrups shall be fabricated from reinforcing bars with the same yield strength as that used for the main longitudinal reinforcement.
  i.

• CRC § 3-82 Medium relevance — show source text

  R336 Large Family Day-Care Homes . . . . . . . . . . . . . . . . . . . 3-82

  R337 Materials and Construction Methods for Exterior

  Wildfire Exposure . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-83

  R338 Electric Vehicle . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-83

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

  CONTENTS

  R339 Reserved . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-84

  R340 Pollutant Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3-84

  CHAPTER 4 FOUNDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . 4-3

  R401 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-3

  R402 Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-5

  R403 Footings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-6

  R404 Foundation and Retaining Walls . . . . . . . . . . . . . . . . 4-24

  R405 Foundation Drainage . . . . . . . . . . . . . . . . . . . . . . . . . . 4-42

  R406 Foundation Waterproofing and Dampproofing . . . 4-43

  R407 Columns. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-44

  R408 Under-Floor Space . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4-44

  CHAPTER 5 FLOORS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-3

  R501 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-3

  R502 Wood Floor Framing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-3

  R503 Floor Sheathing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5-12

  R504 Pressure Preservative-Treated Wood

• California Residential Code Medium relevance — show source text

  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, 3|2| |F/C-4-RC-10|4″|4″ thick (5140 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.|140 psf|1 hr
  16 min|||7|1, 5|11/4| |F/C-4-RC-11|4″|4″ thick (4000 psi) concrete deck;
  3″ × 11/2″ × 4 lbs R.S.J.; 2′6″ C.R.S.; flush
  with top surface; 4″ × 6″ x 13 SWG mesh
  reinforcement 1″ from bottom of slab; 6′6″
  span restrained.|150 psf|2 hrs|||7|1, 3|2| |F/C-4-RC-12|4″|4″ deep (2380 psi) concrete deck;
  3″ × 11/2″ × 4 lbs R.S.J.; 2′6″ C.R.S.

• CRC § 8.8 Medium relevance — show source text

  **
  HOURS| |ITEM CODE|DEPTH|CONSTRUCTION DETAILS|LOAD|TIME|PRE-BMS-92|BMS-92|POST-BMS-92|POST-BMS-92|POST-BMS-92| |B-11-RC-1|11″|24″ wide × 11″ deep reinforced concrete “T”
  beam (3290 psi); details: see Note 5 figure.|8.8 tons|4 hrs
  2 min|||7|1, 2, 14|4| |B-10-RC-2|10″|24″ wide × 10″ deep reinforced concrete “T”
  beam (4370 psi); details: see Note 6 figure.|8.8 tons|1 hr
  53
  min|||7|1, 3|13/4| |B-10-RC-3|101/2″|24″ wide × 101/2″ deep reinforced concrete
  “T” beam (4450 psi); details: see Note 7
  figure.|8.8 tons|2 hrs
  40
  min|||7|1, 3|22/3| |B-11-RC-4|11″|24″ wide × 11″ deep reinforced concrete “T”
  beam (2400 psi); 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.