Concrete foundation walls shall be selected and constructed in accordance with the provisions of Section R404.1.3. Masonry foundation walls shall be selected and constructed in accordance with the provisions of Section R404.1.2.
Concrete or masonry foundation walls shall be designed in accordance with accepted engineering practice where either of the following conditions exists:
1. Walls are subject to hydrostatic pressure from ground water.
2. Walls supporting more than 48 inches (1219 mm) of unbalanced backfill that do not have permanent lateral support at the top or bottom.
TABLE R404.1.1(1) PLAIN MASONRY FOUNDATION WALLSf
TABLE R404.1.1(2) 8-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d ≥ 5 INCHESa, c, f
TABLE R404.1.1(3) 10-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d ≥ 6.75 INCHESa, c, f
TABLE R404.1.1(4) 12-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d ≥ 8.75 INCHESa, c, f
1. Walls are subject to hydrostatic pressure from ground water.
2. Walls supporting more than 48 inches (1219 mm) of unbalanced backfill that do not have permanent lateral support at the top or bottom.
TABLE R404.1.1(1) PLAIN MASONRY FOUNDATION WALLSf
| MAXIMUM WALL HEIGHT (feet) | MAXIMUM UNBALANCED BACKFILL HEIGHTc (feet) | PLAIN MASONRYa MINIMUM NOMINAL WALL THICKNESS (inches) | ||
| Soil classesb | ||||
| GW, GP, SW and SP | GM, GC, SM, SM-SC and ML | SC, MH, ML-CL and inorganic CL | ||
| 5 | 4 | 6 solidd or 8 | 6 solidd or 8 | 6 solidd or 8 |
| 5 | 6 solidd or 8 | 8 | 10 | |
| 6 | 4 | 6 solidd or 8 | 6 solidd or 8 | 6 solidd or 8 |
| 5 | 6 solidd or 8 | 8 | 10 | |
| 6 | 8 | 10 | 12 | |
| 7 | 4 | 6 solidd or 8 | 8 | 8 |
| 5 | 6 solidd or 8 | 10 | 10 | |
| 6 | 10 | 12 | 10 solidd | |
| 7 | 12 | 10 solidd | 12 solidd | |
| 8 | 4 | 6 solidd or 8 | 6 solidd or 8 | 8 |
| 5 | 6 solidd or 8 | 10 | 12 | |
| 6 | 10 | 12 | 12 solidd | |
| 7 | 12 | 12 solidd | Footnote e | |
| 8 | 10 groutd | 12 groutd | Footnote e | |
| 9 | 4 | 6 groutd or 8 solidd or 12 | 6 groutd or 8 solidd | 8 groutd or 10 solidd |
| 5 | 6 groutd or 10 solidd | 8 groutd or 12 solidd | 8 groutd | |
| 6 | 8 groutd or 12 solidd | 10 groutd | 10 groutd | |
| 7 | 10 groutd | 10 groutd | 12 grout | |
| 8 | 10 groutd | 12 grout | Footnote e | |
| 9 | 12 grout | Footnote e | Footnote e | |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 Pa. |
| a. Mortar shall be Type M or S and masonry shall be laid in running bond. Ungrouted hollow masonry units are permitted except where otherwise indicated. |
| b. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. |
| c. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted. |
| d. Solid indicates solid masonry unit; grout indicates grouted hollow units. |
| e. Wall construction shall be in accordance with either Table R404.1.1(2), Table R404.1.1(3), Table R404.1.1(4), or a design shall be provided. |
| f. The use of this table shall be prohibited for soil classifications not shown. |
TABLE R404.1.1(2) 8-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d ≥ 5 INCHESa, c, f
| WALL HEIGHT | HEIGHT OF UNBALANCED BACKFILLe | MINIMUM VERTICAL REINFORCEMENT AND SPACING (INCHES)b, c | ||
| Soil classes and lateral soil loadd (psf per foot below grade) | ||||
| GW, GP, SW and SP soils 30 | GM, GC, SM, SM-SC and ML soils 45 | SC, ML-CL and inorganic CL soils 60 | ||
| 6 feet 8 inches | 4 feet (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
| 5 feet | #4 at 48 | #4 at 48 | #4 at 48 | |
| 6 feet 8 inches | #4 at 48 | #5 at 48 | #6 at 48 | |
| 7 feet 4 inches | 4 feet (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
| 5 feet | #4 at 48 | #4 at 48 | #4 at 48 | |
| 6 feet | #4 at 48 | #5 at 48 | #5 at 48 | |
| 7 feet 4 inches | #5 at 48 | #6 at 48 | #6 at 40 | |
| 8 feet | 4 feet (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
| 5 feet | #4 at 48 | #4 at 48 | #4 at 48 | |
| 6 feet | #4 at 48 | #5 at 48 | #5 at 48 | |
| 7 feet | #5 at 48 | #6 at 48 | #6 at 40 | |
| 8 feet | #5 at 48 | #6 at 48 | #6 at 32 | |
| 8 feet 8 inches | 4 feet (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
| 5 feet | #4 at 48 | #4 at 48 | #5 at 48 | |
| 6 feet | #4 at 48 | #5 at 48 | #6 at 48 | |
| 7 feet | #5 at 48 | #6 at 48 | #6 at 40 | |
| 8 feet 8 inches | #6 at 48 | #6 at 32 | #6 at 24 | |
| 9 feet 4 inches | 4 feet (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
| 5 feet | #4 at 48 | #4 at 48 | #5 at 48 | |
| 6 feet | #4 at 48 | #5 at 48 | #6 at 48 | |
| 7 feet | #5 at 48 | #6 at 48 | #6 at 40 | |
| 8 feet | #6 at 48 | #6 at 40 | #6 at 24 | |
| 9 feet 4 inches | #6 at 40 | #6 at 24 | #6 at 16 | |
| 10 feet | 4 feet (or less) | #4 at 48 | #4 at 48 | #4 at 48 |
| 5 feet | #4 at 48 | #4 at 48 | #5 at 48 | |
| 6 feet | #4 at 48 | #5 at 48 | #6 at 48 | |
| 7 feet | #5 at 48 | #6 at 48 | #6 at 32 | |
| 8 feet | #6 at 48 | #6 at 32 | #6 at 24 | |
| 9 feet | #6 at 40 | #6 at 24 | #6 at 16 | |
| 10 feet | #6 at 32 | #6 at 16 | #6 at 16 | |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/mm. |
| a. Mortar shall be Type M or S and masonry shall be laid in running bond. |
| b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches in Seismic Design Categories A, B and C, and 48 inches in Seismic Design Categories D0, D1 and D2. |
| c. Vertical reinforcement shall be Grade 60 minimum. The distance, d, from the face of the soil side of the wall to the center of vertical reinforcement shall be not less than 5 inches. |
| d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer to Table R405.1. |
| e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted. |
| f. The use of this table shall be prohibited for soil classifications not shown. |
TABLE R404.1.1(3) 10-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d ≥ 6.75 INCHESa, c, f
| WALL HEIGHT | HEIGHT OF UNBALANCED BACKFILLe | MINIMUM VERTICAL REINFORCEMENT AND SPACING (INCHES)b, c | ||
| Soil classes and later soil loadd (psf per foot below grade) | ||||
| GW, GP, SW and SP soils 30 | GM, GC, SM, SM-SC and ML soils 45 | SC, ML-CL and inorganic CL soils 60 | ||
| 6 feet 8 inches | 4 feet (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
| 5 feet | #4 at 56 | #4 at 56 | #4 at 56 | |
| 6 feet 8 inches | #4 at 56 | #5 at 56 | #5 at 56 | |
| 7 feet 4 inches | 4 feet (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
| 5 feet | #4 at 56 | #4 at 56 | #4 at 56 | |
| 6 feet | #4 at 56 | #4 at 56 | #5 at 56 | |
| 7 feet 4 inches | #4 at 56 | #5 at 56 | #6 at 56 | |
| 8 feet | 4 feet (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
| 5 feet | #4 at 56 | #4 at 56 | #4 at 56 | |
| 6 feet | #4 at 56 | #4 at 56 | #5 at 56 | |
| 7 feet | #4 at 56 | #5 at 56 | #6 at 56 | |
| 8 feet | #5 at 56 | #6 at 56 | #6 at 48 | |
| 8 feet 8 inches | 4 feet (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
| 5 feet | #4 at 56 | #4 at 56 | #4 at 56 | |
| 6 feet | #4 at 56 | #4 at 56 | #5 at 56 | |
| 7 feet | #4 at 56 | #5 at 56 | #6 at 56 | |
| 8 feet 8 inches | #5 at 56 | #6 at 48 | #6 at 32 | |
| 9 feet 4 inches | 4 feet (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
| 5 feet | #4 at 56 | #4 at 56 | #4 at 56 | |
| 6 feet | #4 at 56 | #5 at 56 | #5 at 56 | |
| 7 feet | #4 at 56 | #5 at 56 | #6 at 56 | |
| 8 feet | #5 at 56 | #6 at 56 | #6 at 40 | |
| 9 feet 4 inches | #6 at 56 | #6 at 40 | #6 at 24 | |
| 10 feet | 4 feet (or less) | #4 at 56 | #4 at 56 | #4 at 56 |
| 5 feet | #4 at 56 | #4 at 56 | #4 at 56 | |
| 6 feet | #4 at 56 | #5 at 56 | #5 at 56 | |
| 7 feet | #5 at 56 | #6 at 56 | #6 at 48 | |
| 8 feet | #5 at 56 | #6 at 48 | #6 at 40 | |
| 9 feet | #6 at 56 | #6 at 40 | #6 at 24 | |
| 10 feet | #6 at 48 | #6 at 32 | #6 at 24 | |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/mm. |
| a. Mortar shall be Type M or S and masonry shall be laid in running bond. |
| b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches in Seismic Design Categories A, B and C, and 48 inches in Seismic Design Categories D0, D1 and D2. |
| c. Vertical reinforcement shall be Grade 60 minimum. The distance, d, from the face of the soil side of the wall to the center of vertical reinforcement shall be not less than 6.75 inches. |
| d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer to Table R405.1. |
| e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground level. Where an interior concrete slab-on-grade is provided and is in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height from the exterior finish ground level to the top of the interior concrete slab is permitted. |
| f. The use of this table shall be prohibited for soil classifications not shown. |
TABLE R404.1.1(4) 12-INCH MASONRY FOUNDATION WALLS WITH REINFORCING WHERE d ≥ 8.75 INCHESa, c, f
| WALL HEIGHT | HEIGHT OF UNBALANCED BACKFILLe | MINIMUM VERTICAL REINFORCEMENT AND SPACING (INCHES)b, c | ||
| Soil classes and lateral soil loadd (psf per foot below grade) | ||||
| GW, GP, SW and SP soils 30 | GM, GC, SM, SM-SC and ML soils 45 | SC, ML-CL and inorganic CL soils 60 | ||
| 6 feet 8 inches | 4 feet (or less) 5 feet 6 feet 8 inches | #4 at 72 #4 at 72 #4 at 72 | #4 at 72 #4 at 72 #4 at 72 | #4 at 72 #4 at 72 #5 at 72 |
| 7 feet 4 inches | 4 feet (or less) 5 feet 6 feet 7 feet 4 inches | #4 at 72 #4 at 72 #4 at 72 #4 at 72 | #4 at 72 #4 at 72 #4 at 72 #5 at 72 | #4 at 72 #4 at 72 #5 at 72 #6 at 72 |
| 8 feet | 4 feet (or less) 5 feet 6 feet 7 feet 8 feet | #4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72 | #4 at 72 #4 at 72 #4 at 72 #5 at 72 #6 at 72 | #4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 64 |
| 8 feet 8 inches | 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 8 inches | #4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72 | #4 at 72 #4 at 72 #4 at 72 #5 at 72 #7 at 72 | #4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 48 |
| 9 feet 4 inches | 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 4 inches | #4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72 #6 at 72 | #4 at 72 #4 at 72 #5 at 72 #5 at 72 #6 at 72 #6 at 48 | #4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 56 #6 at 40 |
| 10 feet | 4 feet (or less) 5 feet 6 feet 7 feet 8 feet 9 feet 10 feet | #4 at 72 #4 at 72 #4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 64 | #4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 72 #6 at 56 #6 at 40 | #4 at 72 #4 at 72 #5 at 72 #6 at 72 #6 at 48 #6 at 40 #6 at 32 |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot per foot = 0.157 kPa/mm. |
| a. Mortar shall be Type M or S and masonry shall be laid in running bond. |
| b. Alternative reinforcing bar sizes and spacings having an equivalent cross-sectional area of reinforcement per lineal foot of wall shall be permitted provided the spacing of the reinforcement does not exceed 72 inches in Seismic Design Categories A, B and C, and 48 inches in Seismic Design Categories D0, D1 and D2. |
| c. Vertical reinforcement shall be Grade 60 minimum. The distance, d, from the face of the soil side of the wall to the center of vertical reinforcement shall be not less than 8.75 inches. |
| d. Soil classes are in accordance with the Unified Soil Classification System and design lateral soil loads are for moist conditions without hydrostatic pressure. Refer to Table R405.1. |
| e. Unbalanced backfill height is the difference in height between the exterior finish ground level and the lower of the top of the concrete footing that supports the foundation wall or the interior finish ground levels. Where an interior concrete slab-on-grade is provided and in contact with the interior surface of the foundation wall, measurement of the unbalanced backfill height is permitted to be measured from the exterior finish ground level to the top of the interior concrete slab is permitted. |
| f. The use of this table shall be prohibited for soil classifications not shown. |
Masonry foundation walls shall be designed and constructed in accordance with the provisions of this section or in accordance with the provisions of TMS 402/ACI 530/ASCE 5. When TMS 402/ACI 530/ASCE 5 or the provisions of this section are used to design masonry foundation walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.
TABLE R404.1.2(1) MINIMUM HORIZONTAL REINFORCEMENT FOR CONCRETE BASEMENT WALLSa, b
TABLE R404.1.2(2) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH NOMINAL FLAT CONCRETE BASEMENT WALLSb, c, d, e, g, h, i, j, k
TABLE R404.1.2(3) MINIMUM VERTICAL REINFORCEMENT FOR 8-INCH (203 mm) NOMINAL FLAT CONCRETE BASEMENT WALLSb, c, d, e, f, h, i, j
TABLE R404.1.2(4) MINIMUM VERTICAL REINFORCEMENT FOR 10-INCH NOMINAL FLAT CONCRETE BASEMENT WALLSb, c, d, e, f, h, i, j
TABLE R404.1.2(5) MINIMUM VERTICAL WALL REINFORCEMENT FOR 6-INCH WAFFLE-GRID BASEMENT WALLSb, c, d, e, g, h, i, j
TABLE R404.1.2(6) MINIMUM VERTICAL REINFORCEMENT FOR 8-INCH WAFFLE-GRID BASEMENT WALLSb, c, d, e, f, h, i, j, k
TABLE R404.1.2(7) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH (152 mm) SCREEN-GRID BASEMENT WALLSb, c, d, e, g, h, i, j
TABLE R404.1.2(8) MINIMUM VERTICAL REINFORCEMENT FOR 6-, 8-, 10- AND 12-INCH NOMINAL FLAT BASEMENT WALLSb, c, d, e, f, h, i, k, n, o
TABLE R404.1.2(9) MINIMUM SPACING FOR ALTERNATE BAR SIZE AND/OR ALTERNATE GRADE OF STEELa, b, c
TABLE R404.1.2(1) MINIMUM HORIZONTAL REINFORCEMENT FOR CONCRETE BASEMENT WALLSa, b
| MAXIMUM UNSUPPORTED HEIGHT OF BASEMENT WALL (feet) | LOCATION OF HORIZONTAL REINFORCEMENT |
| ≤ 8 | One No. 4 bar within 12 inches of the top of the wall story and one No. 4 bar near mid-height of the wall story. |
| > 8 | One No. 4 bar within 12 inches of the top of the wall story and one No. 4 bar near third points in the wall story. |
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kPa. |
| a. Horizontal reinforcement requirements are for reinforcing bars with a minimum yield strength of 40,000 psi and concrete with a minimum concrete compressive strength of 2,500 psi. |
| b. See Section R404.1.3.2 for minimum reinforcement required for foundation walls supporting above-grade concrete walls. |
TABLE R404.1.2(2) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH NOMINAL FLAT CONCRETE BASEMENT WALLSb, c, d, e, g, h, i, j, k
| MAXIMUM UNSUPPORTED WALL HEIGHT (feet) | MAXIMUM UNBALANCED BACKFILL HEIGHTf (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches) | ||
| Soil classesa and design lateral soil (psf per foot of depth) | ||||
| GW, GP, SW, SP 30 | GM, GC, SM, SM-SC and ML 45 | SC, ML-CL and inorganic CL 60 | ||
| 8 | 4 | NR | NR | NR |
| 5 | NR | 6 @ 39 | 6 @ 48 | |
| 6 | 5 @ 39 | 6 @ 48 | 6 @ 35 | |
| 7 | 6 @ 48 | 6 @ 34 | 6 @ 25 | |
| 8 | 6 @ 39 | 6 @ 25 | 6 @ 18 | |
| 9 | 4 | NR | NR | NR |
| 5 | NR | 5 @ 37 | 6 @ 48 | |
| 6 | 5 @ 36 | 6 @ 44 | 6 @ 32 | |
| 7 | 6 @ 47 | 6 @ 30 | 6 @ 22 | |
| 8 | 6 @ 34 | 6 @ 22 | 6 @ 16 | |
| 9 | 6 @ 27 | 6 @ 17 | DR | |
| 10 | 4 | NR | NR | NR |
| 5 | NR | 5 @ 35 | 6 @ 48 | |
| 6 | 6 @ 48 | 6 @ 41 | 6 @ 30 | |
| 7 | 6 @ 43 | 6 @ 28 | 6 @ 20 | |
| 8 | 6 @ 31 | 6 @ 20 | DR | |
| 9 | 6 @ 24 | 6 @ 15 | DR | |
| 10 | 6 @ 19 | DR | DR | |
| For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa. |
| NR = Not required. |
| a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. |
| b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi concrete with a minimum specified compressive strength of 2,500 psi and vertical reinforcement being located at the centerline of the wall. See Section R404.1.3.3.7.2. |
| c. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9). |
| d. Deflection criterion isL/240, where L is the height of the basement wall in inches. |
| e. Interpolation is not permitted. |
| f. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. |
| g. NR indicates no vertical wall reinforcement is required, except for 6-inch-nominal walls formed with stay-in-place forming systems in which case vertical reinforcement shall be No. 4@48 inches on center. |
| h. See Section R404.1.3.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. |
| i. See Table R608.3 for tolerance from nominal thickness permitted for flat walls. |
| j. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. |
| k. The use of this table shall be prohibited for soil classifications not shown. |
TABLE R404.1.2(3) MINIMUM VERTICAL REINFORCEMENT FOR 8-INCH (203 mm) NOMINAL FLAT CONCRETE BASEMENT WALLSb, c, d, e, f, h, i, j
| MAXIMUM UNSUPPORTED WALL HEIGHT (feet) | MAXIMUM UNBALANCED BACKFILL HEIGHTg (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches) | ||
| Soil classesa and design lateral soil (psf per foot of depth) | ||||
| GW, GP, SW, SP 30 | GM, GC, SM, SM-SC and ML 45 | SC, ML-CL and inorganic CL 60 | ||
| 8 | 4 | NR | NR | NR |
| 5 | NR | NR | NR | |
| 6 | NR | NR | 6 @ 37 | |
| 7 | NR | 6 @ 36 | 6 @ 35 | |
| 8 | 6 @ 41 | 6 @ 35 | 6 @ 26 | |
| 9 | 4 | NR | NR | NR |
| 5 | NR | NR | NR | |
| 6 | NR | NR | 6 @ 35 | |
| 7 | NR | 6 @ 35 | 6 @ 32 | |
| 8 | 6 @ 36 | 6 @ 32 | 6 @ 23 | |
| 9 | 6 @ 35 | 6 @ 25 | 6 @ 18 | |
| 10 | 4 | NR | NR | NR |
| 5 | NR | NR | NR | |
| 6 | NR | NR | 6 @ 35 | |
| 7 | NR | 6 @ 35 | 6 @ 29 | |
| 8 | 6 @ 35 | 6 @ 29 | 6 @ 21 | |
| 9 | 6 @ 34 | 6 @ 22 | 6 @ 16 | |
| 10 | 6 @ 27 | 6 @ 17 | 6 @ 13 | |
| For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa. |
| NR = Not required. |
| a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. |
| b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi, concrete with a minimum specified compressive strength of 2,500 psi and vertical reinforcement being located at the centerline of the wall. See Section R404.1.3.3.7.2. |
| c. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9). |
| d. NR indicates no vertical reinforcement is required. |
| e. Deflection criterion is L/240, where L is the height of the basement wall in inches. |
| f. Interpolation is not permitted. |
| g. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. |
| h. See Section R404.1.3.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. |
| i. See Table R608.3 for tolerance from nominal thickness permitted for flat walls. |
| j. The use of this table shall be prohibited for soil classifications not shown. |
TABLE R404.1.2(4) MINIMUM VERTICAL REINFORCEMENT FOR 10-INCH NOMINAL FLAT CONCRETE BASEMENT WALLSb, c, d, e, f, h, i, j
| MAXIMUM UNSUPPORTED WALL HEIGHT (feet) | MAXIMUM UNBALANCED BACKFILL HEIGHTg (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches) | ||
| Soil classesa and design lateral soil (psf per foot of depth) | ||||
| GW, GP, SW, SP 30 | GM, GC, SM, SM-SC and ML 45 | SC, ML-CL and inorganic CL 60 | ||
| 8 | 4 | NR | NR | NR |
| 5 | NR | NR | NR | |
| 6 | NR | NR | NR | |
| 7 | NR | NR | NR | |
| 8 | 6 @ 48 | 6 @ 35 | 6 @ 28 | |
| 9 | 4 | NR | NR | NR |
| 5 | NR | NR | NR | |
| 6 | NR | NR | NR | |
| 7 | NR | NR | 6 @ 31 | |
| 8 | NR | 6 @ 31 | 6 @ 28 | |
| 9 | 6 @ 37 | 6 @ 28 | 6 @ 24 | |
| 10 | 4 | NR | NR | NR |
| 5 | NR | NR | NR | |
| 6 | NR | NR | NR | |
| 7 | NR | NR | 6 @ 28 | |
| 8 | NR | 6 @ 28 | 6 @ 28 | |
| 9 | 6 @ 33 | 6 @ 28 | 6 @ 21 | |
| 10 | 6 @ 28 | 6 @ 23 | 6 @ 17 | |
| For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa. |
| NR = Not required. |
| a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. |
| b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi concrete with a minimum specified compressive strength of 2,500 psi and vertical reinforcement being located at the centerline of the wall. See Section R404.1.3.3.7.2. |
| c. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9). |
| d. NR indicates no vertical reinforcement is required. |
| e. Deflection criterion is L/240, where L is the height of the basement wall in inches. |
| f. Interpolation is not permitted. |
| g. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. |
| h. See Section R404.1.3.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. |
| i. See Table R608.3 for tolerance from nominal thickness permitted for flat walls. |
| j. The use of this table shall be prohibited for soil classifications not shown. |
TABLE R404.1.2(5) MINIMUM VERTICAL WALL REINFORCEMENT FOR 6-INCH WAFFLE-GRID BASEMENT WALLSb, c, d, e, g, h, i, j
| MAXIMUM UNSUPPORTED WALL HEIGHT (feet) | MAXIMUM UNBALANCED BACKFILL HEIGHTf (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches) | ||
| Soil classesa and design lateral soil (psf per foot of depth) | ||||
| GW, GP, SW, SP 30 | GM, GC, SM, SM-SC and ML 45 | SC, ML-CL and inorganic CL 60 | ||
| 8 | 4 | 4 @ 48 | 4 @ 46 | 6 @ 39 |
| 5 | 4 @ 45 | 5 @ 46 | 6 @ 47 | |
| 6 | 5 @ 45 | 6 @ 40 | DR | |
| 7 | 6 @ 44 | DR | DR | |
| 8 | 6 @ 32 | DR | DR | |
| 9 | 4 | 4 @ 48 | 4 @ 46 | 4 @ 37 |
| 5 | 4 @ 42 | 5 @ 43 | 6 @ 44 | |
| 6 | 5 @ 41 | 6 @ 37 | DR | |
| 7 | 6 @ 39 | DR | DR | |
| > 8 | DRi | DR | DR | |
| 10 | 4 | 4 @ 48 | 4 @ 46 | 4 @ 35 |
| 5 | 4 @ 40 | 5 @ 40 | 6 @ 41 | |
| 6 | 5 @ 38 | 6 @ 34 | DR | |
| 7 | 6 @ 36 | DR | DR | |
| > 8 | DR | DR | DR | |
| For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa. |
| a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. |
| b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi concrete with a minimum specified compressive strength of 2,500 psi and vertical reinforcement being located at the centerline of the wall. See Section R404.1.3.3.7.2. |
| c. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9). |
| d. Deflection criterion is L/240, where L is the height of the basement wall in inches. |
| e. Interpolation is not permitted. |
| f. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. |
| g. See Section R404.1.3.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. |
| h. See Table R608.3 for thicknesses and dimensions of waffle-grid walls. |
| i. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. |
| j. The use of this table shall be prohibited for soil classifications not shown. |
TABLE R404.1.2(6) MINIMUM VERTICAL REINFORCEMENT FOR 8-INCH WAFFLE-GRID BASEMENT WALLSb, c, d, e, f, h, i, j, k
| MAXIMUM UNSUPPORTED WALL HEIGHT (feet) | MAXIMUM UNBALANCED BACKFILL HEIGHTg (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches) | ||
| Soil classesa and design lateral soil (psf per foot of depth) | ||||
| GW, GP, SW, SP 30 | GM, GC, SM, SM-SC and ML 45 | SC, ML-CL and inorganic CL 60 | ||
| 8 | 4 | NR | NR | NR |
| 5 | NR | 5 @ 48 | 5 @ 46 | |
| 6 | 5 @ 48 | 5 @ 43 | 6 @ 45 | |
| 7 | 5 @ 46 | 6 @ 43 | 6 @ 31 | |
| 8 | 6 @ 48 | 6 @ 32 | 6 @ 23 | |
| 9 | 4 | NR | NR | NR |
| 5 | NR | 5 @ 47 | 5 @ 46 | |
| 6 | 5 @ 46 | 5 @ 39 | 6 @ 41 | |
| 7 | 5 @ 42 | 6 @ 38 | 6 @ 28 | |
| 8 | 6 @ 44 | 6 @ 28 | 6 @ 20 | |
| 9 | 6 @ 34 | 6 @ 21 | DR | |
| 10 | 4 | NR | NR | NR |
| 5 | NR | 5 @ 46 | 5 @ 44 | |
| 6 | 5 @ 46 | 5 @ 37 | 6 @ 38 | |
| 7 | 5 @ 38 | 6 @ 35 | 6 @ 25 | |
| 8 | 6 @ 39 | 6 @ 25 | DR | |
| 9 | 6 @ 30 | DR | DR | |
| 10 | 6 @ 24 | DR | DR | |
| For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa. |
| NR = Not required. |
| a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. |
| b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi concrete with a minimum specified compressive strength of 2,500 psi and vertical reinforcement being located at the centerline of the wall. See Section R404.1.3.3.7.2. |
| c. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 (420 MPa) and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9). |
| d. NR indicates no vertical reinforcement is required. |
| e. Deflection criterion is L/240, where L is the height of the basement wall in inches. |
| f. Interpolation shall not be permitted. |
| g. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. |
| h. See Section R404.1.3.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. |
| i. See Table R608.3 for thicknesses and dimensions of waffle-grid walls. |
| j. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. |
| k. The use of this table shall be prohibited for soil classifications not shown. |
TABLE R404.1.2(7) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH (152 mm) SCREEN-GRID BASEMENT WALLSb, c, d, e, g, h, i, j
| MAXIMUM UNSUPPORTED WALL HEIGHT (feet) | MAXIMUM UNBALANCED BACKFILL HEIGHTf (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches) | ||
| Soil classesa and design lateral soil (psf per foot of depth) | ||||
| GW, GP, SW, SP 30 | GM, GC, SM, SM-SC and ML 45 | SC, ML-CL and inorganic CL 60 | ||
| 8 | 4 | 4 @ 48 | 4 @ 48 | 5 @ 43 |
| 5 | 4 @ 48 | 5 @ 48 | 5 @ 37 | |
| 6 | 5 @ 48 | 6 @ 45 | 6 @ 32 | |
| 7 | 6 @ 48 | DR | DR | |
| 8 | 6 @ 36 | DR | DR | |
| 9 | 4 | 4 @ 48 | 4 @ 48 | 4 @ 41 |
| 5 | 4 @ 48 | 5 @ 48 | 6 @ 48 | |
| 6 | 5 @ 45 | 6 @ 41 | DR | |
| 7 | 6 @ 43 | DR | DR | |
| > 8 | DR | DR | DR | |
| 10 | 4 | 4 @ 48 | 4 @ 48 | 4 @ 39 |
| 5 | 4 @ 44 | 5 @ 44 | 6 @ 46 | |
| 6 | 5 @ 42 | 6 @ 38 | DR | |
| 7 | 6 @ 40 | DR | DR | |
| > 8 | DR | DR | DR | |
| For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa. |
| a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. |
| b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi, concrete with a minimum specified compressive strength of 2,500 psi and vertical reinforcement being located at the centerline of the wall. See Section R404.1.3.3.7.2. |
| c. Maximum spacings shown are the values calculated for the specified bar size. Where the bar used is Grade 60 and the size specified in the table, the actual spacing in the wall shall not exceed a whole-number multiple of 12 inches (i.e., 12, 24, 36 and 48) that is less than or equal to the tabulated spacing. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9). |
| d. Deflection criterion is L/240, where L is the height of the basement wall in inches. |
| e. Interpolation is not permitted. |
| f. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. |
| g. See Sections R404.1.3.2 for minimum reinforcement required for basement walls supporting above-grade concrete walls. |
| h. See Table R608.3 for thicknesses and dimensions of screen-grid walls. |
| i. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. |
| j. The use of this table shall be prohibited for soil classifications not shown. |
TABLE R404.1.2(8) MINIMUM VERTICAL REINFORCEMENT FOR 6-, 8-, 10- AND 12-INCH NOMINAL FLAT BASEMENT WALLSb, c, d, e, f, h, i, k, n, o
| MAXIMUM WALL HEIGHT (feet) | MAXIMUM UNBALANCED BACKFILL HEIGHTg (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches) | |||||||||||
| Soil classesa and design lateral soil (psf per foot of depth) | |||||||||||||
| GW, GP, SW, SP 30 | GM, GC, SM, SM-SC and ML 45 | SC, ML-CL and inorganic CL 60 | |||||||||||
| Minimum nominal wall thickness (inches) | |||||||||||||
| 6 | 8 | 10 | 12 | 6 | 8 | 10 | 12 | 6 | 8 | 10 | 12 | ||
| 5 | 4 | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR |
| 5 | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | |
| 6 | 4 | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR |
| 5 | NR | NR | NR | NR | NR | NRl | NR | NR | 4 @ 35 | NRl | NR | NR | |
| 6 | NR | NR | NR | NR | 5 @ 48 | NR | NR | NR | 5 @ 36 | NR | NR | NR | |
| 7 | 4 | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR |
| 5 | NR | NR | NR | NR | NR | NR | NR | NR | 5 @ 47 | NR | NR | NR | |
| 6 | NR | NR | NR | NR | 5 @ 42 | NR | NR | NR | 6 @ 43 | 5 @ 48 | NRl | NR | |
| 7 | 5 @ 46 | NR | NR | NR | 6 @ 42 | 5 @ 46 | NRl | NR | 6 @ 34 | 6 @ 48 | NR | NR | |
| 8 | 4 | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR |
| 5 | NR | NR | NR | NR | 4 @ 38 | NRl | NR | NR | 5 @ 43 | NR | NR | NR | |
| 6 | 4 @ 37 | NRl | NR | NR | 5 @ 37 | NR | NR | NR | 6 @ 37 | 5 @ 43 | NRl | NR | |
| 7 | 5 @ 40 | NR | NR | NR | 6 @ 37 | 5 @ 41 | NRl | NR | 6 @ 34 | 6 @ 43 | NR | NR | |
| 8 | 6 @ 43 | 5 @ 47 | NRl | NR | 6 @ 34 | 6 @ 43 | NR | NR | 6 @ 27 | 6 @ 32 | 6 @ 44 | NR | |
| 9 | 4 | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR |
| 5 | NR | NR | NR | NR | 4 @ 35 | NRl | NR | NR | 5 @ 40 | NR | NR | NR | |
| 6 | 4 @ 34 | NRl | NR | NR | 6 @ 48 | NR | NR | NR | 6 @ 36 | 6 @ 39 | NRl | NR | |
| 7 | 5 @ 36 | NR | NR | NR | 6 @ 34 | 5 @ 37 | NR | NR | 6 @ 33 | 6 @ 38 | 5 @ 37 | NRl | |
| 8 | 6 @ 38 | 5 @ 41 | NRl | NR | 6 @ 33 | 6 @ 38 | 5 @ 37 | NRl | 6 @ 24 | 6 @ 29 | 6 @ 39 | 4 @ 48m | |
| 9 | 6 @ 34 | 6 @ 46 | NR | NR | 6 @ 26 | 6 @ 30 | 6 @ 41 | NR | 6 @ 19 | 6 @ 23 | 6 @ 30 | 6 @ 39 | |
| 10 | 4 | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR | NR |
| 5 | NR | NR | NR | NR | 4 @ 33 | NRl | NR | NR | 5 @ 38 | NR | NR | NR | |
| 6 | 5 @ 48 | NRl | NR | NR | 6 @ 45 | NR | NR | NR | 6 @ 34 | 5 @ 37 | NR | NR | |
| 7 | 6 @ 47 | NR | NR | NR | 6 @ 34 | 6 @ 48 | NR | NR | 6 @ 30 | 6 @ 35 | 6 @ 48 | NRl | |
| 8 | 6 @ 34 | 5 @ 38 | NR | NR | 6 @ 30 | 6 @ 34 | 6 @ 47 | NRl | 6 @ 22 | 6 @ 26 | 6 @ 35 | 6 @ 45m | |
| 9 | 6 @ 34 | 6 @ 41 | 4 @ 48 | NRl | 6 @ 23 | 6 @ 27 | 6 @ 35 | 4 @ 48m | DR | 6 @ 22 | 6 @ 27 | 6 @ 34 | |
| 10 | 6 @ 28 | 6 @ 33 | 6 @ 45 | NR | DRj | 6 @ 23 | 6 @ 29 | 6 @ 38 | DR | 6 @ 22 | 6 @ 22 | 6 @ 28 | |
| For SI: 1 inch = 25.4 mm; 1 foot = 304.8 mm; 1 pound per square foot per foot = 0.1571 kPa2/m, 1 pound per square inch = 6.895 kPa. |
| NR = Not required. |
| a. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1. |
| b. Table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. |
| c. Vertical reinforcement with a yield strength of less than 60,000 psi and/or bars of a different size than specified in the table are permitted in accordance with Section R404.1.3.3.7.6 and Table R404.1.2(9). |
| d. NR indicates no vertical wall reinforcement is required, except for 6-inch nominal walls formed with stay-in-place forming systems in which case vertical reinforcement shall be No. 4@48 inches on center. |
| e. Allowable deflection criterion is L/240, where L is the unsupported height of the basement wall in inches. |
| f. Interpolation is not permitted. |
| g. Where walls will retain 4 feet or more of unbalanced backfill, they shall be laterally supported at the top and bottom before backfilling. |
| h. Vertical reinforcement shall be located to provide a cover of 11/4 inches measured from the inside face of the wall. The center of the steel shall not vary from the specified location by more than the greater of 10 percent of the wall thickness or 3/8 inch. |
| i. Concrete cover for reinforcement measured from the inside face of the wall shall be not less than 3/4 inch. Concrete cover for reinforcement measured from the outside face of the wall shall be not less than 11/2 inches for No. 5 bars and smaller, and not less than 2 inches for larger bars. |
| j. DR means design is required in accordance with the applicable building code, or where there is no code, in accordance with ACI 318. |
| k. Concrete shall have a specified compressive strength, f 'c, of not less than 2,500 psi at 28 days, unless a higher strength is required by Footnote l or m. |
| l. The minimum thickness is permitted to be reduced 2 inches, provided the minimum specified compressive strength of concrete, f ' c, is 4,000 psi. |
| m. A plain concrete wall with a minimum nominal thickness of 12 inches is permitted, provided minimum specified compressive strength of concrete, f 'c, is 3,500 psi. |
| n. See Table R608.3 for tolerance from nominal thickness permitted for flat walls. |
| o. The use of this table shall be prohibited for soil classifications not shown. |
TABLE R404.1.2(9) MINIMUM SPACING FOR ALTERNATE BAR SIZE AND/OR ALTERNATE GRADE OF STEELa, b, c
| BAR SPACING FROM APPLICABLE TABLE IN SECTION R404.1.3.2 (inches) | BAR SIZE FROM APPLICABLE TABLE IN SECTION R404.1.3.2 | ||||||||||||||
| #4 | #5 | #6 | |||||||||||||
| Alternate bar size and/or alternate grade of steel desired | |||||||||||||||
| Grade 60 | Grade 40 | Grade 60 | Grade 40 | Grade 60 | Grade 40 | ||||||||||
| #5 | #6 | #4 | #5 | #6 | #4 | #6 | #4 | #5 | #6 | #4 | #5 | #4 | #5 | #6 | |
| Maximum spacing for alternate bar size and/or alternate grade of steel (inches) | |||||||||||||||
| 8 | 12 | 18 | 5 | 8 | 12 | 5 | 11 | 3 | 5 | 8 | 4 | 6 | 2 | 4 | 5 |
| 9 | 14 | 20 | 6 | 9 | 13 | 6 | 13 | 4 | 6 | 9 | 4 | 6 | 3 | 4 | 6 |
| 10 | 16 | 22 | 7 | 10 | 15 | 6 | 14 | 4 | 7 | 9 | 5 | 7 | 3 | 5 | 7 |
| 11 | 17 | 24 | 7 | 11 | 16 | 7 | 16 | 5 | 7 | 10 | 5 | 8 | 3 | 5 | 7 |
| 12 | 19 | 26 | 8 | 12 | 18 | 8 | 17 | 5 | 8 | 11 | 5 | 8 | 4 | 6 | 8 |
| 13 | 20 | 29 | 9 | 13 | 19 | 8 | 18 | 6 | 9 | 12 | 6 | 9 | 4 | 6 | 9 |
| 14 | 22 | 31 | 9 | 14 | 21 | 9 | 20 | 6 | 9 | 13 | 6 | 10 | 4 | 7 | 9 |
| 15 | 23 | 33 | 10 | 16 | 22 | 10 | 21 | 6 | 10 | 14 | 7 | 11 | 5 | 7 | 10 |
| 16 | 25 | 35 | 11 | 17 | 23 | 10 | 23 | 7 | 11 | 15 | 7 | 11 | 5 | 8 | 11 |
| 17 | 26 | 37 | 11 | 18 | 25 | 11 | 24 | 7 | 11 | 16 | 8 | 12 | 5 | 8 | 11 |
| 18 | 28 | 40 | 12 | 19 | 26 | 12 | 26 | 8 | 12 | 17 | 8 | 13 | 5 | 8 | 12 |
| 19 | 29 | 42 | 13 | 20 | 28 | 12 | 27 | 8 | 13 | 18 | 9 | 13 | 6 | 9 | 13 |
| 20 | 31 | 44 | 13 | 21 | 29 | 13 | 28 | 9 | 13 | 19 | 9 | 14 | 6 | 9 | 13 |
| 21 | 33 | 46 | 14 | 22 | 31 | 14 | 30 | 9 | 14 | 20 | 10 | 15 | 6 | 10 | 14 |
| 22 | 34 | 48 | 15 | 23 | 32 | 14 | 31 | 9 | 15 | 21 | 10 | 16 | 7 | 10 | 15 |
| 23 | 36 | 48 | 15 | 24 | 34 | 15 | 33 | 10 | 15 | 22 | 10 | 16 | 7 | 11 | 15 |
| 24 | 37 | 48 | 16 | 25 | 35 | 15 | 34 | 10 | 16 | 23 | 11 | 17 | 7 | 11 | 16 |
| 25 | 39 | 48 | 17 | 26 | 37 | 16 | 35 | 11 | 17 | 24 | 11 | 18 | 8 | 12 | 17 |
| 26 | 40 | 48 | 17 | 27 | 38 | 17 | 37 | 11 | 17 | 25 | 12 | 18 | 8 | 12 | 17 |
| 27 | 42 | 48 | 18 | 28 | 40 | 17 | 38 | 12 | 18 | 26 | 12 | 19 | 8 | 13 | 18 |
| 28 | 43 | 48 | 19 | 29 | 41 | 18 | 40 | 12 | 19 | 26 | 13 | 20 | 8 | 13 | 19 |
| 29 | 45 | 48 | 19 | 30 | 43 | 19 | 41 | 12 | 19 | 27 | 13 | 20 | 9 | 14 | 19 |
| 30 | 47 | 48 | 20 | 31 | 44 | 19 | 43 | 13 | 20 | 28 | 14 | 21 | 9 | 14 | 20 |
| 31 | 48 | 48 | 21 | 32 | 45 | 20 | 44 | 13 | 21 | 29 | 14 | 22 | 9 | 15 | 21 |
| 32 | 48 | 48 | 21 | 33 | 47 | 21 | 45 | 14 | 21 | 30 | 15 | 23 | 10 | 15 | 21 |
| 33 | 48 | 48 | 22 | 34 | 48 | 21 | 47 | 14 | 22 | 31 | 15 | 23 | 10 | 16 | 22 |
| 34 | 48 | 48 | 23 | 35 | 48 | 22 | 48 | 15 | 23 | 32 | 15 | 24 | 10 | 16 | 23 |
| 35 | 48 | 48 | 23 | 36 | 48 | 23 | 48 | 15 | 23 | 33 | 16 | 25 | 11 | 16 | 23 |
| 36 | 48 | 48 | 24 | 37 | 48 | 23 | 48 | 15 | 24 | 34 | 16 | 25 | 11 | 17 | 24 |
| 37 | 48 | 48 | 25 | 38 | 48 | 24 | 48 | 16 | 25 | 35 | 17 | 26 | 11 | 17 | 25 |
| 38 | 48 | 48 | 25 | 39 | 48 | 25 | 48 | 16 | 25 | 36 | 17 | 27 | 12 | 18 | 25 |
| 39 | 48 | 48 | 26 | 40 | 48 | 25 | 48 | 17 | 26 | 37 | 18 | 27 | 12 | 18 | 26 |
| 40 | 48 | 48 | 27 | 41 | 48 | 26 | 48 | 17 | 27 | 38 | 18 | 28 | 12 | 19 | 27 |
| 41 | 48 | 48 | 27 | 42 | 48 | 26 | 48 | 18 | 27 | 39 | 19 | 29 | 12 | 19 | 27 |
| 42 | 48 | 48 | 28 | 43 | 48 | 27 | 48 | 18 | 28 | 40 | 19 | 30 | 13 | 20 | 28 |
| 43 | 48 | 48 | 29 | 44 | 48 | 28 | 48 | 18 | 29 | 41 | 20 | 30 | 13 | 20 | 29 |
| 44 | 48 | 48 | 29 | 45 | 48 | 28 | 48 | 19 | 29 | 42 | 20 | 31 | 13 | 21 | 29 |
| 45 | 48 | 48 | 30 | 47 | 48 | 29 | 48 | 19 | 30 | 43 | 20 | 32 | 14 | 21 | 30 |
| 46 | 48 | 48 | 31 | 48 | 48 | 30 | 48 | 20 | 31 | 44 | 21 | 32 | 14 | 22 | 31 |
| 47 | 48 | 48 | 31 | 48 | 48 | 30 | 48 | 20 | 31 | 44 | 21 | 33 | 14 | 22 | 31 |
| 48 | 48 | 48 | 32 | 48 | 48 | 31 | 48 | 21 | 32 | 45 | 22 | 34 | 15 | 23 | 32 |
| For SI: 1 inch = 25.4 mm, 1 pound per square inch = 6.895 kPa. |
| a. This table is for use with tables in Section R404.1.3.2 that specify the minimum bar size and maximum spacing of vertical wall reinforcement for foundation walls and above-grade walls. Reinforcement specified in tables in Section R404.1.3.2 is based on Grade 60 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 steel bars (ASTM A 996, Type R), use spacing for Grade 40 bars or interpolate between Grades 40 and 60. |
Concrete masonry and clay masonry foundation walls shall be constructed as set forth in Table R404.1.1(1), R404.1.1(2), R404.1.1(3) or R404.1.1(4) and shall also comply with applicable provisions of Section R606. In buildings assigned to Seismic Design Categories D0, D1 and D2, concrete masonry and clay masonry foundation walls shall also comply with Section R404.1.4.1. Rubble stone masonry foundation walls shall be constructed in accordance with Sections R404.1.8 and R606.4.2. Rubble stone masonry walls shall not be used in Seismic Design Categories D0, D1 and D2.
Concrete foundation walls that support light-frame walls shall be designed and constructed in accordance with the provisions of this section, ACI 318, ACI 332 or PCA 100. Concrete foundation walls that support above-grade concrete walls that are within the applicability limits of Section R608.2 shall be designed and constructed in accordance with the provisions of this section, ACI 318, ACI 332 or PCA 100. Concrete foundation walls that support above-grade concrete walls that are not within the applicability limits of Section R608.2 shall be designed and constructed in accordance with the provisions of ACI 318, ACI 332 or PCA 100. When ACI 318, ACI 332, PCA 100 or the provisions of this section are used to design concrete foundation walls, project drawings, typical details and specifications are not required to bear the seal of the architect or engineer responsible for design, unless otherwise required by the state law of the jurisdiction having authority.
Concrete walls constructed in accordance with this code shall comply with the shapes and minimum concrete cross-sectional dimensions required by Table R608.3. Other types of forming systems resulting in concrete walls not in compliance with this section and Table R608.3 shall be designed in accordance with ACI 318.
Concrete foundation walls shall be laterally supported at the top and bottom. Horizontal reinforcement shall be provided in accordance with Table R404.1.2(1). Vertical reinforcement shall be provided in accordance with Table R404.1.2(2), R404.1.2(3), R404.1.2(4), R404.1.2(5), R404.1.2(6), R404.1.2(7) or R404.1.2(8). Vertical reinforcement for flat basement walls retaining 4 feet (1219 mm) or more of unbalanced backfill is permitted to be determined in accordance with Table R404.1.2(9). For basement walls supporting above-grade concrete walls, vertical reinforcement shall be the greater of that required by Tables R404.1.2(2) through R404.1.2(8) or by Section R608.6 for the above-grade wall. In buildings assigned to Seismic Design Category D0, D1 or D2, concrete foundation walls shall also comply with Section R404.1.4.2.
Foundation stem walls that support above-grade concrete walls shall be designed and constructed in accordance with this section.
1. Stem walls not laterally supported at top. Concrete stem walls that are not monolithic with slabs-on-ground or are not otherwise laterally supported by slabs-on-ground shall comply with this section. Where unbalanced backfill retained by the stem wall is less than or equal to 18 inches (457 mm), the stem wall and above-grade wall it supports shall be provided with vertical reinforcement in accordance with Section R608.6 and Table R608.6(1), R608.6(2) or R608.6(3) for above-grade walls. Where unbalanced backfill retained by the stem wall is greater than 18 inches (457 mm), the stem wall and above-grade wall it supports shall be provided with vertical reinforcement in accordance with Section R608.6 and Table R608.6(4).
2. Stem walls laterally supported at top. Concrete stem walls that are monolithic with slabs-on-ground or are otherwise laterally supported by slabs-on-ground shall be vertically reinforced in accordance with Section R608.6 and Table R608.6(1), R608.6(2) or R608.6(3) for above-grade walls. Where the unbalanced backfill retained by the stem wall is greater than 18 inches (457 mm), the connection between the stem wall and the slab-on-ground, and the portion of the slab-on-ground providing lateral support for the wall shall be designed in accordance with PCA 100 or with accepted engineering practice. Where the unbalanced backfill retained by the stem wall is greater than 18 inches (457 mm), the minimum nominal thickness of the wall shall be 6 inches (152 mm).
1. Stem walls not laterally supported at top. Concrete stem walls that are not monolithic with slabs-on-ground or are not otherwise laterally supported by slabs-on-ground shall comply with this section. Where unbalanced backfill retained by the stem wall is less than or equal to 18 inches (457 mm), the stem wall and above-grade wall it supports shall be provided with vertical reinforcement in accordance with Section R608.6 and Table R608.6(1), R608.6(2) or R608.6(3) for above-grade walls. Where unbalanced backfill retained by the stem wall is greater than 18 inches (457 mm), the stem wall and above-grade wall it supports shall be provided with vertical reinforcement in accordance with Section R608.6 and Table R608.6(4).
2. Stem walls laterally supported at top. Concrete stem walls that are monolithic with slabs-on-ground or are otherwise laterally supported by slabs-on-ground shall be vertically reinforced in accordance with Section R608.6 and Table R608.6(1), R608.6(2) or R608.6(3) for above-grade walls. Where the unbalanced backfill retained by the stem wall is greater than 18 inches (457 mm), the connection between the stem wall and the slab-on-ground, and the portion of the slab-on-ground providing lateral support for the wall shall be designed in accordance with PCA 100 or with accepted engineering practice. Where the unbalanced backfill retained by the stem wall is greater than 18 inches (457 mm), the minimum nominal thickness of the wall shall be 6 inches (152 mm).
Concrete foundation stem walls that support light-frame above-grade walls shall be designed and constructed in accordance with this section.
1. Stem walls not laterally supported at top. Concrete stem walls that are not monolithic with slabs-on-ground or are not otherwise laterally supported by slabs-on-ground and retain 48 inches (1219 mm) or less of unbalanced fill, measured from the top of the wall, shall be constructed in accordance with Section R404.1.3. Foundation stem walls that retain more than 48 inches (1219 mm) of unbalanced fill, measured from the top of the wall, shall be designed in accordance with Sections R404.1.4 and R404.4.
2. Stem walls laterally supported at top. Concrete stem walls that are monolithic with slabs-on-ground or are otherwise laterally supported by slabs-on-ground shall be constructed in accordance with Section R404.1.3. Where the unbalanced backfill retained by the stem wall is greater than 48 inches (1219 mm), the connection between the stem wall and the slab-on-ground, and the portion of the slab-on-ground providing lateral support for the wall, shall be designed in accordance with PCA 100 or in accordance with accepted engineering practice.
1. Stem walls not laterally supported at top. Concrete stem walls that are not monolithic with slabs-on-ground or are not otherwise laterally supported by slabs-on-ground and retain 48 inches (1219 mm) or less of unbalanced fill, measured from the top of the wall, shall be constructed in accordance with Section R404.1.3. Foundation stem walls that retain more than 48 inches (1219 mm) of unbalanced fill, measured from the top of the wall, shall be designed in accordance with Sections R404.1.4 and R404.4.
2. Stem walls laterally supported at top. Concrete stem walls that are monolithic with slabs-on-ground or are otherwise laterally supported by slabs-on-ground shall be constructed in accordance with Section R404.1.3. Where the unbalanced backfill retained by the stem wall is greater than 48 inches (1219 mm), the connection between the stem wall and the slab-on-ground, and the portion of the slab-on-ground providing lateral support for the wall, shall be designed in accordance with PCA 100 or in accordance with accepted engineering practice.
The minimum specified compressive strength of concrete, f 'c, shall comply with Section R402.2 and shall be not less than 2,500 psi (17.2 MPa) at 28 days in buildings assigned to Seismic Design Category A, B or C and 3000 psi (20.5 MPa) in buildings assigned to Seismic Design Category D0, D1 or D2.
Mixing and delivery of concrete shall comply with ASTM C 94 or ASTM C 685.
The nominal maximum size of coarse aggregate shall not exceed one-fifth the narrowest distance between sides of forms, or three-fourths the clear spacing between reinforcing bars or between a bar and the side of the form.
Exception: When approved, these limitations shall not apply where removable forms are used and workability and methods of consolidation permit concrete to be placed without honeycombs or voids.
Exception: When approved, these limitations shall not apply where removable forms are used and workability and methods of consolidation permit concrete to be placed without honeycombs or voids.
Proportions of materials for concrete shall be established to provide workability and consistency to permit concrete to be worked readily into forms and around reinforcement under conditions of placement to be employed, without segregation or excessive bleeding. Slump of concrete placed in removable forms shall not exceed 6 inches (152 mm).
Exception: When approved, the slump is permitted to exceed 6 inches (152 mm) for concrete mixtures that are resistant to segregation, and are in accordance with the form manufacturer's recommendations.
Slump of concrete placed in stay-in-place forms shall exceed 6 inches (152 mm). Slump of concrete shall be determined in accordance with ASTM C 143.
Exception: When approved, the slump is permitted to exceed 6 inches (152 mm) for concrete mixtures that are resistant to segregation, and are in accordance with the form manufacturer's recommendations.
Slump of concrete placed in stay-in-place forms shall exceed 6 inches (152 mm). Slump of concrete shall be determined in accordance with ASTM C 143.
Concrete shall be consolidated by suitable means during placement and shall be worked around embedded items and reinforcement and into corners of forms. Where stay-in-place forms are used, concrete shall be consolidated by internal vibration.
Exception: When approved for concrete to be placed in stay-in-place forms, self-consolidating concrete mixtures with slumps equal to or greater than 8 inches (203 mm) that are specifically designed for placement without internal vibration need not be internally vibrated.
Exception: When approved for concrete to be placed in stay-in-place forms, self-consolidating concrete mixtures with slumps equal to or greater than 8 inches (203 mm) that are specifically designed for placement without internal vibration need not be internally vibrated.
Forms shall be made of wood, steel, aluminum, plastic, a composite of cement and foam insulation, a composite of cement and wood chips, or other approved material suitable for supporting and containing concrete. Forms shall provide sufficient strength to contain concrete during the concrete placement operation.
Form ties shall be steel, solid plastic, foam plastic, a composite of cement and wood chips, a composite of cement and foam plastic, or other suitable material capable of resisting the forces created by fluid pressure of fresh concrete.
Form ties shall be steel, solid plastic, foam plastic, a composite of cement and wood chips, a composite of cement and foam plastic, or other suitable material capable of resisting the forces created by fluid pressure of fresh concrete.
Stay-in-place concrete forms shall comply with this section.
1. Surface burning characteristics. The flame-spread index and smoke-developed index of forming material, other than foam plastic, left exposed on the interior shall comply with Section R302. The surface burning characteristics of foam plastic used in insulating concrete forms shall comply with Section R316.3.
2. Interior covering. Stay-in-place forms constructed of rigid foam plastic shall be protected on the interior of the building as required by Section R316. Where gypsum board is used to protect the foam plastic, it shall be installed with a mechanical fastening system. Use of adhesives in addition to mechanical fasteners is permitted.
3. Exterior wall covering. Stay-in-place forms constructed of rigid foam plastics shall be protected from sunlight and physical damage by the application of an approved exterior wall covering complying with this code. Exterior surfaces of other stay-in-place forming systems shall be protected in accordance with this code.
4. Termite protection. In areas where the probability of termite infestation is "very heavy" as indicated by Table R301.2(1) or Figure R301.2(6), foam plastic insulation shall be permitted below grade on foundation walls in accordance with Section R318.4.
5. Flat ICF wall system forms shall conform to ASTM E 2634.
1. Surface burning characteristics. The flame-spread index and smoke-developed index of forming material, other than foam plastic, left exposed on the interior shall comply with Section R302. The surface burning characteristics of foam plastic used in insulating concrete forms shall comply with Section R316.3.
2. Interior covering. Stay-in-place forms constructed of rigid foam plastic shall be protected on the interior of the building as required by Section R316. Where gypsum board is used to protect the foam plastic, it shall be installed with a mechanical fastening system. Use of adhesives in addition to mechanical fasteners is permitted.
3. Exterior wall covering. Stay-in-place forms constructed of rigid foam plastics shall be protected from sunlight and physical damage by the application of an approved exterior wall covering complying with this code. Exterior surfaces of other stay-in-place forming systems shall be protected in accordance with this code.
4. Termite protection. In areas where the probability of termite infestation is "very heavy" as indicated by Table R301.2(1) or Figure R301.2(6), foam plastic insulation shall be permitted below grade on foundation walls in accordance with Section R318.4.
5. Flat ICF wall system forms shall conform to ASTM E 2634.
Steel reinforcement shall comply with the requirements of ASTM A 615, A 706, or A 996. ASTM A 996 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 D0, D1 or D2, reinforcing steel shall comply with the requirements of ASTM A 706 for low-alloy steel with a minimum yield strength of 60,000 psi (Grade 60) (414 MPa).
The center of vertical reinforcement in basement walls determined from Tables R404.1.2(2) through R404.1.2(7) shall be located at the centerline of the wall. Vertical reinforcement in basement walls determined from Table R404.1.2(8) shall be located to provide a maximum cover of 11/4 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.
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.
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 11/2 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).
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).
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)].
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 an equivalent area of steel per linear foot of wall is provided. Use of Table R404.1.2(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.
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).
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 a minimum of 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 a minimum of 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.
Exception: Use of vertical wall reinforcement required by this code is permitted in lieu of construction joint reinforcement provided the spacing does not exceed 24 inches (610 mm), or the combination of wall reinforcement and No.4 bars described above does not exceed 24 inches (610 mm).
Exception: Use of vertical wall reinforcement required by this code is permitted in lieu of construction joint reinforcement provided the spacing does not exceed 24 inches (610 mm), or the combination of wall reinforcement and No.4 bars described above does not exceed 24 inches (610 mm).
Concrete foundation walls supporting above-grade concrete walls in townhouses assigned to Seismic Design Category C shall comply with ACI 318, ACI 332 or PCA 100 (see Section R404.1.3).
In buildings assigned to Seismic Design Category D0, D1 or D2, as established in Table R301.2(1), masonry foundation walls shall comply with this section. In addition to the requirements of Table R404.1.1(1), plain masonry foundation walls shall comply with the following:
1. Wall height shall not exceed 8 feet (2438 mm).
2. Unbalanced backfill height shall not exceed 4 feet (1219 mm).
3. Minimum nominal thickness for plain masonry foundation walls shall be 8 inches (203 mm).
4. Masonry stem walls shall have a minimum vertical reinforcement of one No. 4 (No. 13) bar located a maximum of 4 feet (1219 mm) on center in grouted cells. Vertical reinforcement shall be tied to the horizontal reinforcement in the footings.
Foundation walls, supporting more than 4 feet (1219 mm) of unbalanced backfill or exceeding 8 feet (2438 mm) in height shall be constructed in accordance with Table R404.1.1(2), R404.1.1(3) or R404.1.1(4). Masonry foundation walls shall have two No. 4 (No. 13) horizontal bars located in the upper 12 inches (305 mm) of the wall.
1. Wall height shall not exceed 8 feet (2438 mm).
2. Unbalanced backfill height shall not exceed 4 feet (1219 mm).
3. Minimum nominal thickness for plain masonry foundation walls shall be 8 inches (203 mm).
4. Masonry stem walls shall have a minimum vertical reinforcement of one No. 4 (No. 13) bar located a maximum of 4 feet (1219 mm) on center in grouted cells. Vertical reinforcement shall be tied to the horizontal reinforcement in the footings.
Foundation walls, supporting more than 4 feet (1219 mm) of unbalanced backfill or exceeding 8 feet (2438 mm) in height shall be constructed in accordance with Table R404.1.1(2), R404.1.1(3) or R404.1.1(4). Masonry foundation walls shall have two No. 4 (No. 13) horizontal bars located in the upper 12 inches (305 mm) of the wall.
In buildings assigned to Seismic Design Category D0, D1 or D2, as established in Table R301.2(1), concrete foundation walls that support light-frame walls shall comply with this section, and concrete foundation walls that support above-grade concrete walls shall comply with ACI 318, ACI 332 or PCA 100 (see Section R404.1.3). In addition to the horizontal reinforcement required by Table R404.1.2(1), plain concrete walls supporting light-frame walls shall comply with the following.
1. Wall height shall not exceed 8 feet (2438 mm).
2. Unbalanced backfill height shall not exceed 4 feet (1219 mm).
3. Minimum thickness for plain concrete foundation walls shall be 7.5 inches (191 mm) except that 6 inches (152 mm) is permitted where the maximum wall height is 4 feet, 6 inches (1372 mm).
Foundation walls less than 7.5 inches (191 mm) in thickness, supporting more than 4 feet (1219 mm) of unbalanced backfill or exceeding 8 feet (2438 mm) in height shall be provided with horizontal reinforcement in accordance with Table R404.1.2(1), and vertical reinforcement in accordance with Table R404.1.2(2), R404.1.2(3), R404.1.2(4), R404.1.2(5), R404.1.2(6), R404.1.2(7) or R404.1.2(8). Where Tables R404.1.2(2) through R404.1.2(8) permit plain concrete walls, not less than No. 4 (No. 13) vertical bars at a spacing not exceeding 48 inches (1219 mm) shall be provided.
1. Wall height shall not exceed 8 feet (2438 mm).
2. Unbalanced backfill height shall not exceed 4 feet (1219 mm).
3. Minimum thickness for plain concrete foundation walls shall be 7.5 inches (191 mm) except that 6 inches (152 mm) is permitted where the maximum wall height is 4 feet, 6 inches (1372 mm).
Foundation walls less than 7.5 inches (191 mm) in thickness, supporting more than 4 feet (1219 mm) of unbalanced backfill or exceeding 8 feet (2438 mm) in height shall be provided with horizontal reinforcement in accordance with Table R404.1.2(1), and vertical reinforcement in accordance with Table R404.1.2(2), R404.1.2(3), R404.1.2(4), R404.1.2(5), R404.1.2(6), R404.1.2(7) or R404.1.2(8). Where Tables R404.1.2(2) through R404.1.2(8) permit plain concrete walls, not less than No. 4 (No. 13) vertical bars at a spacing not exceeding 48 inches (1219 mm) shall be provided.
The thickness of masonry or concrete foundation walls shall be not less than that required by Section R404.1.5.1 or R404.1.5.2, respectively.
FIGURE R404.1.5(1) 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.
FIGURE R404.1.5(1) FOUNDATION WALL CLAY MASONRY CURTAIN WALL WITH CONCRETE MASONRY PIERS
Masonry foundation walls shall be not less than the thickness of the wall supported, except that masonry foundation walls of at least 8-inch (203 mm) nominal thickness shall be permitted under brick veneered frame walls and under 10-inch-wide (254 mm) cavity walls where the total height of the wall supported, including gables, is not more than 20 feet (6096 mm), provided the requirements of Section R404.1.1 are met.
The thickness of concrete foundation walls shall be equal to or greater than the thickness of the wall in the story above. Concrete foundation walls with corbels, brackets or other projections built into the wall for support of masonry veneer or other purposes are not within the scope of the tables in this section.
Where a concrete foundation wall is reduced in thickness to provide a shelf for the support of masonry veneer, the reduced thickness shall be equal to or greater than the thickness of the wall in the story above. Vertical reinforcement for the foundation wall shall be based on Table R404.1.2(8) and located in the wall as required by Section R404.1.3.3.7.2 where that table is used. Vertical reinforcement shall be based on the thickness of the thinner portion of the wall.
Exception: Where the height of the reduced thickness portion measured to the underside of the floor assembly or sill plate above is less than or equal to 24 inches (610 mm) and the reduction in thickness does not exceed 4 inches (102 mm), the vertical reinforcement is permitted to be based on the thicker portion of the wall.
Where a concrete foundation wall is reduced in thickness to provide a shelf for the support of masonry veneer, the reduced thickness shall be equal to or greater than the thickness of the wall in the story above. Vertical reinforcement for the foundation wall shall be based on Table R404.1.2(8) and located in the wall as required by Section R404.1.3.3.7.2 where that table is used. Vertical reinforcement shall be based on the thickness of the thinner portion of the wall.
Exception: Where the height of the reduced thickness portion measured to the underside of the floor assembly or sill plate above is less than or equal to 24 inches (610 mm) and the reduction in thickness does not exceed 4 inches (102 mm), the vertical reinforcement is permitted to be based on the thicker portion of the wall.
Use of pier and curtain wall foundations shall be permitted to support light-frame construction not more than two stories in height, provided the following requirements are met:
- All load-bearing walls shall be placed on continuous concrete footings placed integrally with the exterior wall footings.
- The minimum actual thickness of a load-bearing masonry wall shall be not less than 4 inches (102 mm) nominal or 33/8 inches (92 mm) actual thickness, and shall be bonded integrally with piers spaced in accordance with Section R606.6.4.
- Piers shall be constructed in accordance with Sections R606.7 and R606.7.1, and shall be bonded into the load-bearing masonry wall in accordance with Section R606.13.1 or R606.13.1.1.
- The maximum height of a 4-inch (102 mm) load-bearing masonry foundation wall supporting wood-frame walls and floors shall be not more than 4 feet (1219 mm).
- Anchorage shall be in accordance with Section R403.1.6, Figure R404.1.5(1), or as specified by engineered design accepted by the building official.
- The unbalanced fill for 4-inch (102 mm) foundation walls shall not exceed 24 inches (610 mm) for solid masonry or 12 inches (305 mm) for hollow masonry.
- In Seismic Design Categories D0, D1 and D2, 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 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.
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.
Exception: Bracing is not required for walls supporting less than 4 feet (1219 mm) of unbalanced backfill.
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 D0, D1, D2 or townhouses in Seismic Design Category C, as established in Figure R301.2(2).
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.
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 R318.
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(1). Floor girder bearing shall be in accordance with Section R502.6.
Masonry piers supporting braced wall panels shall be designed in accordance with accepted engineering practice.
Masonry piers in dwellings located in Seismic Design Category D0, D1 or D2, and townhouses in Seismic Design Category C, shall be designed in accordance with accepted engineering practice.
Masonry piers for dwellings in flood hazard areas shall be designed in accordance with Section R322.
Load-bearing lumber shall be identified by the grade mark of a lumber grading or inspection agency which has been approved by an accreditation body that complies with DOC PS 20. In lieu of a grade mark, a certificate of inspection issued by a lumber grading or inspection agency meeting the requirements of this section shall be accepted. Wood structural panels shall conform to DOC PS 1 or DOC PS 2 and shall be identified by a grade mark or certificate of inspection issued by an approved agency.
The studs used in foundation walls shall be 2-inch by 6-inch (51 mm by 152 mm) members. When spaced 16 inches (406 mm) on center, a wood species with an Fb value of not less than 1,250 pounds per square inch (8619 kPa) as listed in ANSI AWC NDS shall be used. When spaced 12 inches (305 mm) on center, an Fb of not less than 875 psi (6033 kPa) shall be required.
For wood foundations that are not designed and installed in accordance with AWC PWF, the height of backfill against a foundation wall shall not exceed 4 feet (1219 mm). When the height of fill is more than 12 inches (305 mm) above the interior grade of a crawl space or floor of a basement, the thickness of the plywood sheathing shall meet the requirements of Table R404.2.3.
TABLE R404.2.3 PLYWOOD GRADE AND THICKNESS FOR WOOD FOUNDATION CONSTRUCTION (30 pcf equivalent-fluid weight soil pressure)
TABLE R404.2.3 PLYWOOD GRADE AND THICKNESS FOR WOOD FOUNDATION CONSTRUCTION (30 pcf equivalent-fluid weight soil pressure)
| HEIGHT OF FILL (inches) | STUD SPACING (inches) | FACE GRAIN ACROSS STUDS | FACE GRAIN PARALLEL TO STUDS | ||||
| Gradea | Minimum thickness (inches) | Span rating | Gradea | Minimum thickness (inches)b, c | Span rating | ||
| 24 | 12 | B | 15/32 | 32/16 | A | 15/32 | 32/16 |
| B | 15/32c | 32/16 | |||||
| 16 | B | 15/32 | 32/16 | A | 15/32c | 32/16 | |
| B | 19/32c(4, 5 ply) | 40/20 | |||||
| 36 | 12 | B | 15/32 | 32/16 | A | 15/32 | 32/16 |
| B | 15/32c(4, 5 ply) | 32/16 | |||||
| B | 19/32 (4, 5 ply) | 40/20 | |||||
| 16 | B | 15/32c | 32/16 | A | 19/32 | 40/20 | |
| B | 23/32 | 48/24 | |||||
| 48 | 12 | B | 15/32 | 32/16 | A | 15/32c | 32/16 |
| B | 19/32c(4, 5 ply) | 40/20 | |||||
| 16 | B | 19/32 | 40/20 | A | 19/32c | 40/20 | |
| A | 23/32 | 48/24 | |||||
| For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per cubic foot = 0.1572 kN/m3. |
| a. Plywood shall be of the following minimum grades in accordance with DOC PS 1 or DOC PS 2: |
| 1. DOC PS 1 Plywood grades marked: |
| 1.1. Structural I C-D (Exposure 1). |
| 1.2. C-D (Exposure 1). |
| 2. DOC PS 2 Plywood grades marked: |
| 2.1. Structural I Sheathing (Exposure 1). |
| 2.2. Sheathing (Exposure 1). |
| 3. Where a major portion of the wall is exposed above ground and a better appearance is desired, the following plywood grades marked exterior are suitable: |
| 3.1. Structural I A-C, Structural I B-C or Structural I C-C (Plugged) in accordance with DOC PS 1. |
| 3.2. A-C Group 1, B-C Group 1, C-C (Plugged) Group 1 or MDO Group 1 in accordance with DOC PS 1. |
| 3.3. Single Floor in accordance with DOC PS 1 or DOC PS 2. |
| b. Minimum thickness 15/32 inch, except crawl space sheathing shall have not less than 3/8 inch for face grain across studs 16 inches on center and maximum 2-foot depth of unequal fill. |
| c. For this fill height, thickness and grade combination, panels that are continuous over less than three spans (across less than three stud spacings) require blocking 16 inches above the bottom plate. Offset adjacent blocks and fasten through studs with two 16d corrosion-resistant nails at each end. |
Wood structural panel foundation wall sheathing shall be attached to framing in accordance with Table R602.3(1) and Section R402.1.1.
Retaining walls that are not laterally supported at the top and that retain in excess of 48 inches (1219 mm) of unbalanced fill, or retaining walls exceeding 24 inches (610 mm) in height that resist lateral loads in addition to soil, shall be designed in accordance with accepted engineering practice to ensure stability against overturning, sliding, excessive foundation pressure and water uplift. Retaining walls shall be designed for a safety factor of 1.5 against lateral sliding and overturning. This section shall not apply to foundation walls supporting buildings.
Precast concrete foundation walls shall be designed in accordance with accepted engineering practice. The design and manufacture of precast concrete foundation wall panels shall comply with the materials requirements of Section R402.3 or ACI 318. The panel design drawings shall be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed in accordance with Section R106.1.
Precast concrete foundation wall design drawings shall be submitted to the building official and approved prior to installation. Drawings shall include, at a minimum, the following information:
1. Design loading as applicable.
2. Footing design and material.
3. Concentrated loads and their points of application.
4. Soil bearing capacity.
5. Maximum allowable total uniform load.
6. Seismic design category.
7. Basic wind speed.
1. Design loading as applicable.
2. Footing design and material.
3. Concentrated loads and their points of application.
4. Soil bearing capacity.
5. Maximum allowable total uniform load.
6. Seismic design category.
7. Basic wind speed.
Precast concrete foundation wall panels shall be identified by a certificate of inspection label issued by an approved third-party inspection agency.