For SI: 1 foot = 304.8 mm.

**FIGURE R608.6(1) ABOVE-GRADE CONCRETE WALL CONSTRUCTION ONE STORY**

For SI: 1 foot = 304.8 mm.

**FIGURE R608.6(2) ABOVE-GRADE CONCRETE WALL CONSTRUCTION CONCRETE FIRST STORY AND LIGHT-FRAMED SECOND STORY**

For SI: 1 foot = 304.8 mm.

**FIGURE R608.6(3) ABOVE-GRADE CONCRETE WALL CONSTRUCTION TWO-STORY**

For SI: 1 inch = 25.4 mm.

**FIGURE R608.6(4) ABOVE-GRADE CONCRETE WALL SUPPORTED ON MONOLITHIC SLAB-ON-GROUND FOOTING**

**TABLE R608.6(1) MINIMUM VERTICAL REINFORCEMENT FOR FLAT ABOVE-GRADE WALLS**

^{a, b, c, d, e} MAXIMUM WIND SPEED (mph) | MAXIMUM UNSUPPORTED WALL HEIGHT PER STORY (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)^{f, g} | |||||||||

Nominal^{h} wall thickness (inches) | |||||||||||

Exposure Category | 4 | 6 | 8 | 10 | |||||||

B | C | D | Top^{i} | Side^{i} | Top^{i} | Side^{i} | Top^{i} | Side^{i} | Top^{i} | Side^{i} | |

115 | 8 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | ||

9 | 4@48 | 4@39 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

10 | 4@41 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

120 | 8 | 4@48 | 4@43 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | ||

9 | 4@48 | 4@36 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

10 | 4@37 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

130 | 110 | 8 | 4@48 | 4@38 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |

9 | 4@39 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

10 | 4@34 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

140 | 119 | 110 | 8 | 4@43 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |

9 | 4@34 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

10 | 4@34 | 4@31 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

150 | 127 | 117 | 8 | 4@37 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |

9 | 4@34 | 4@33 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

10 | 4@31 | 4@27 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

160 | 136 | 125 | 8 | 4@34 | 4@34 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |

9 | 4@34 | 4@29 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | |||

10 | 4@27 | 4@24 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 | 4@48 |

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 1.895 kPa, 1 square foot = 0.0929 m^{2}. |

a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor, K, equal to 1.0, and Risk Category II._{zt} |

b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. |

c. See Section R608.6.5 for location of reinforcement in wall. |

d. Deflection criterion is L/240, where L is the unsupported height of the wall in inches. |

e. Interpolation is not permitted. |

f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. |

g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Vertical reinforcement with a yield strength of less than 60,000 psi or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). |

h. See Table R608.3 for tolerances on nominal thicknesses. |

i. "Top" means gravity load from roof or floor construction bears on top of wall. "Side" means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls where floor framing members span parallel to the wall, use of the "Top" bearing condition is permitted. |

**TABLE R608.6(2) MINIMUM VERTICAL REINFORCEMENT FOR WAFFLE-GRID ABOVE-GRADE WALLS**

^{a, b, c, d, e} MAXIMUM WIND SPEED (mph) | MAXIMUM UNSUPPORTED WALL HEIGHT PER STORY (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)^{f, g} | |||||

Nominal^{h} wall thickness (inches) | |||||||

Exposure Category | 6 | 8 | |||||

B | C | D | Top^{i} | Side^{i} | Top^{i} | Side^{i} | |

115 | 8 | 4@48 | 4@48 | 4@48 | 4@48 | ||

9 | 4@48 | 5@43 | 4@48 | 4@48 | |||

10 | 5@47 | 5@37 | 4@48 | 4@48 | |||

120 | 8 | 4@48 | 5@48 | 4@48 | 4@48 | ||

9 | 4@48 | 5@40 | 4@48 | 4@48 | |||

10 | 5@43 | 5@37 | 4@48 | 4@48 | |||

130 | 110 | 8 | 4@48 | 5@42 | 4@48 | 4@48 | |

9 | 5@45 | 5@37 | 4@48 | 4@48 | |||

10 | 5@37 | 5@37 | 4@48 | 4@48 | |||

140 | 119 | 110 | 8 | 4@48 | 5@38 | 4@48 | 4@48 |

9 | 5@39 | 5@37 | 4@48 | 4@48 | |||

10 | 5@37 | 5@35 | 4@48 | 4@48 | |||

150 | 127 | 117 | 8 | 5@43 | 5@37 | 4@48 | 4@48 |

9 | 5@37 | 5@37 | 4@48 | 4@48 | |||

10 | 5@36 | 6@44 | 4@48 | 4@48 | |||

160 | 136 | 125 | 8 | 5@38 | 5@37 | 4@48 | 4@48 |

9 | 5@37 | 6@47 | 4@48 | 4@48 | |||

10 | 6@45 | 6@39 | 4@48 | 6@46 |

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m^{2}. |

a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor, K, equal to 1.0, and Risk Category II._{zt} |

b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. |

c. See Section R608.6.5 for location of reinforcement in wall. |

d. Deflection criterion is L/240, where L is the unsupported height of the wall in inches. |

e. Interpolation is not permitted. |

f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. |

g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. 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 such as, 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 or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). |

h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. |

i. "Top" means gravity load from roof or floor construction bears on top of wall. "Side" means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing walls and where floor framing members span parallel to the wall, the "top" bearing condition is permitted to be used. |

**TABLE R608.6(3) MINIMUM VERTICAL REINFORCEMENT FOR 6-INCH SCREEN-GRID ABOVE-GRADE WALLS**

^{a, b, c, d, e} MAXIMUM WIND SPEED (mph) | MAXIMUM UNSUPPORTED WALL HEIGHT PER STORY (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)^{f, g} | |||

Nominal^{h} wall thickness (inches) | |||||

Exposure Category | 6 | ||||

B | C | D | Top^{i} | Side^{i} | |

115 | 8 | 4@48 | 4@48 | ||

9 | 4@48 | 5@41 | |||

10 | 4@48 | 6@48 | |||

120 | 8 | 4@48 | 4@48 | ||

9 | 4@48 | 5@38 | |||

10 | 5@42 | 6@48 | |||

130 | 110 | 8 | 4@48 | 5@41 | |

9 | 5@44 | 6@48 | |||

10 | 5@35 | 6@48 | |||

140 | 119 | 110 | 8 | 4@48 | 5@36 |

9 | 5@38 | 6@48 | |||

10 | 6@48 | 6@48 | |||

150 | 127 | 117 | 8 | 5@42 | 6@48 |

9 | 6@48 | 6@48 | |||

10 | 6@48 | 6@42 | |||

160 | 136 | 125 | 8 | 5@37 | 6@48 |

9 | 6@48 | 6@45 | |||

10 | 6@44 | 6@38 |

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m^{2}. |

a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor, K, equal to 1.0, and Risk Category II._{zt} |

b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. |

c. See Section R608.6.5 for location of reinforcement in wall. |

d. Deflection criterion is L/240, where L is the unsupported height of the wall in inches. |

e. Interpolation is not permitted. |

f. Where No. 4 reinforcing bars at a spacing of 48 inches are specified in the table as indicated by shaded cells, use of bars with a minimum yield strength of 40,000 psi or 60,000 psi is permitted. |

g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. 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 such as, 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 or bars of a different size than specified in the table are permitted in accordance with Section R608.5.4.7 and Table R608.5.4(2). |

h. See Table R608.3 for minimum core dimensions and maximum spacing of horizontal and vertical cores. |

i. "Top" means gravity load from roof or floor construction bears on top of wall. "Side" means gravity load from floor construction is transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. For nonload-bearing wall and where floor framing members span parallel to the wall, use of the "Top" bearing condition is permitted. |

**TABLE R608.6(4) MINIMUM VERTICAL REINFORCEMENT FOR FLAT, WAFFLE- AND SCREEN-GRID ABOVE-GRADE WALLS DESIGNED CONTINUOUS WITH FOUNDATION STEM WALLS**

^{a, b, c, d, e, k, l} MAXIMUM WIND SPEED (mph) | HEIGHT OF STEM WALL ^{h,i}(feet) | MAXIMUM DESIGN LATERAL SOIL LOAD (psf/ft) | MAXIMUMUNSUPPORTED HEIGHT OF ABOVE- GRADE WALL (feet) | MINIMUM VERTICAL REINFORCEMENT-BAR SIZE AND SPACING (inches)^{f, g} | ||||||||

Wall type and nominal thickness^{j} (inches) | ||||||||||||

Exposure Category | Flat | Waffle | Screen | |||||||||

B | C | D | 4 | 6 | 8 | 10 | 6 | 8 | 6 | |||

115 | 3 | 30 | 8 | 4@30 | 4@48 | 4@48 | 4@48 | 4@22 | 4@26 | 4@21 | ||

10 | 4@23 | 5@43 | 4@48 | 4@48 | 4@17 | 4@20 | 4@16 | |||||

60 | 10 | 4@19 | 5@37 | 4@48 | 4@48 | 4@14 | 4@17 | 4@14 | ||||

6 | 30 | 10 | DR | 5@21 | 6@35 | 4@48 | DR | 4@10 | DR | |||

60 | 10 | DR | 5@12 | 6@25 | 6@28 | DR | DR | DR | ||||

120 | 3 | 30 | 8 | 4@28 | 4@48 | 4@48 | 4@48 | 4@21 | 4@48 | 4@20 | ||

10 | 4@22 | 5@41 | 4@48 | 4@48 | 4@16 | 4@19 | 4@15 | |||||

60 | 10 | 4@18 | 5@35 | 4@48 | 4@48 | 4@14 | 4@17 | 4@13 | ||||

6 | 30 | 10 | DR | 5@21 | 6@35 | 4@48 | DR | 4@10 | DR | |||

60 | 10 | DR | 5@12 | 6@25 | 6@28 | DR | DR | DR | ||||

130 | 110 | 3 | 30 | 8 | 4@25 | 4@48 | 4@48 | 4@48 | 4@18 | 4@22 | 4@18 | |

10 | 4@19 | 5@36 | 4@48 | 4@48 | 4@14 | 4@17 | 4@13 | |||||

6 | 60 | 10 | 4@16 | 5@34 | 4@48 | 4@48 | 4@12 | 4@17 | 4@12 | |||

30 | 10 | DR | 5@19 | 6@35 | 4@48 | DR | 4@9 | DR | ||||

60 | 10 | DR | 5@12 | 6@24 | 6@28 | DR | DR | DR | ||||

140 | 119 | 110 | 3 | 30 | 8 | 4@22 | 5@42 | 4@48 | 4@48 | 4@16 | 4@20 | 4@16 |

10 | 4@17 | 5@34 | 4@48 | 4@48 | 4@21 | 4@17 | 4@12 | |||||

60 | 10 | 4@15 | 5@34 | 4@48 | 4@48 | 4@11 | 4@17 | 4@10 | ||||

6 | 30 | 10 | DR | 5@18 | 6@35 | 6@35 | DR | 4@48 | DR | |||

60 | 10 | DR | 5@11 | 6@23 | 6@28 | DR | DR | DR | ||||

150 | 127 | 117 | 3 | 30 | 8 | 4@20 | 5@37 | 4@48 | 4@48 | 4@15 | 4@18 | 4@14 |

10 | 4@15 | 5@34 | 4@48 | 4@48 | 4@11 | 4@17 | 4@11 | |||||

60 | 10 | 4@13 | 5@34 | 4@48 | 4@48 | 4@10 | 4@16 | 4@9 | ||||

6 | 30 | 10 | DR | 5@17 | 6@33 | 6@32 | DR | 4@8 | DR | |||

60 | 10 | DR | DR | 6@22 | 6@28 | DR | DR | DR | ||||

160 | 136 | 125 | 3 | 30 | 8 | 4@18 | 5@34 | 4@48 | 4@48 | 4@13 | 4@17 | 4@13 |

10 | 4@13 | 5@34 | 4@48 | 4@48 | 4@10 | 4@16 | 4@9 | |||||

60 | 10 | 4@11 | 5@31 | 6@45 | 4@48 | 4@9 | 4@14 | 4@8 | ||||

6 | 30 | 10 | DR | 5@15 | 6@31 | 6@30 | DR | 4@7 | DR | |||

60 | 10 | DR | DR | 6@21 | 6@27 | DR | DR | DR |

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound per square inch = 6.895 kPa, 1 square foot = 0.0929 m^{2}. |

a. Table is based on ASCE 7 components and cladding wind pressures for an enclosed building using a mean roof height of 35 feet, interior wall area 4, an effective wind area of 10 square feet, topographic factor, Kzt, equal to 1.0, and Risk Category II. |

b. Table is based on concrete with a minimum specified compressive strength of 2,500 psi. |

c. See Section R608.6.5 for location of reinforcement in wall. |

d. Deflection criterion is L/240, where L is the height of the wall in inches from the exterior finish ground level to the top of the above-grade wall. |

e. Interpolation is not permitted. For intermediate values of basic wind speed, heights of stem wall and above-grade wall, and design lateral soil load, use next higher value. |

g. Other than for No. 4 bars spaced at 48 inches on center, table values are based on reinforcing bars with a minimum yield strength of 60,000 psi. Maximum spacings shown are the values calculated for the specified bar size. In waffle and screen-grid walls 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 such as, 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 R608.5.4.7 and Table R608.5.4(2). |

h. Height of stem wall is the distance from the exterior finish ground level to the top of the slab-on-ground. |

i. Where the distance from the exterior finish ground level to the top of the slab-on-ground is equal to or greater than 4 feet, the stem wall shall be laterally supported at the top and bottom before backfilling. Where the wall is designed and constructed to be continuous with the above-grade wall, temporary supports bracing the top of the stem wall shall remain in place until the above-grade wall is laterally supported at the top by floor or roof construction. |

j. See Table R608.3 for tolerances on nominal thicknesses, and minimum core dimensions and maximum spacing of horizontal and vertical cores for waffle- and screen-grid walls. |

k. Tabulated values are applicable to construction where gravity loads bear on top of wall, and conditions where gravity loads from floor construction are transferred to wall from a wood ledger or cold-formed steel track bolted to side of wall. See Tables R608.6(1), R608.6(2) and R608.6(3). |

l. DR = Design Required. |

The minimum thickness of load-bearing and nonload-bearing above-grade walls and reinforcement shall be as set forth in the appropriate table in this section based on the type of wall form to be used. The wall shall be designed in accordance with ACI 318 where the wall or building is not within the limitations of Section R608.2, where design is required by the tables in this section or where the wall is not within the scope of the tables in this section.

Above-grade concrete walls shall be constructed in accordance with this section and Figure R608.6(1), R608.6(2), R608.6(3) or R608.6(4). Above-grade concrete walls that are continuous with stem walls and not laterally supported by the slab-on-ground shall be designed and constructed in accordance with this section. Concrete walls shall be supported on continuous foundation walls or slabs-on-ground that are monolithic with the footing in accordance with Section R403. The minimum length of solid wall without openings shall be in accordance with Section R608.7. Reinforcement around openings, including lintels, shall be in accordance with Section R608.8. Lateral support for above-grade walls in the out-of-plane direction shall be provided by connections to the floor framing system, if applicable, and to ceiling and roof framing systems in accordance with Section R608.9. The wall thickness shall be equal to or greater than the thickness of the wall in the

Above-grade concrete walls shall be constructed in accordance with this section and Figure R608.6(1), R608.6(2), R608.6(3) or R608.6(4). Above-grade concrete walls that are continuous with stem walls and not laterally supported by the slab-on-ground shall be designed and constructed in accordance with this section. Concrete walls shall be supported on continuous foundation walls or slabs-on-ground that are monolithic with the footing in accordance with Section R403. The minimum length of solid wall without openings shall be in accordance with Section R608.7. Reinforcement around openings, including lintels, shall be in accordance with Section R608.8. Lateral support for above-grade walls in the out-of-plane direction shall be provided by connections to the floor framing system, if applicable, and to ceiling and roof framing systems in accordance with Section R608.9. The wall thickness shall be equal to or greater than the thickness of the wall in the

*story*above.Vertical wall reinforcement for resistance to out-of-plane wind forces shall be determined from Table R608.6(1), R608.6(2), R608.6(3) or R608.6(4). For the design of nonload-bearing walls, in Tables R608.6(1), R608.6(2) and R608.6(3) use the appropriate column labeled "Top." (see Sections R608.7.2.2.2 and R608.7.2.2.3). There shall be a vertical bar at corners of exterior walls. Unless more horizontal reinforcement is required by Section R608.7.2.2.1, the minimum horizontal reinforcement shall be four No. 4 bars [Grade 40 (280 MPa)] placed as follows: top bar within 12 inches (305 mm) of the top of the wall, bottom bar within 12 inches (305 mm) of the finish floor and one bar each at approximately one-third and two-thirds of the wall height.

Vertical reinforcement required by this section shall be continuous between elements providing lateral support for the wall. Reinforcement in the wall of the

1. Extend below the top of the floor the distance required to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2).

2. Lap-spliced in accordance with Section R608.5.4.3 and Figure R608.5.4(1) with a dowel bar that extends into the wall below the distance required to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2).

Where a construction joint in the wall is located below the level of the floor and less than the distance required to develop the bar in tension, the distance required to develop the bar in tension shall be measured from the top of the concrete below the joint. See Section R608.5.5.

*story*above shall be continuous with the reinforcement in the wall of the*story*below, or the foundation wall, if applicable. Lap splices, where required, shall comply with Section R608.5.4.3 and Figure R608.5.4(1). Where the above-grade wall is supported by a monolithic slab-on-ground and footing, dowel bars with a size and spacing to match the vertical above-grade concrete wall reinforcement shall be embedded in the monolithic slab-on-ground and footing the distance required to develop the dowel bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2) and lap-spliced with the above-grade wall reinforcement in accordance with Section R608.5.4.3 and Figure R608.5.4(1).**Exception:**Where reinforcement in the wall above cannot be made continuous with the reinforcement in the wall below, the bottom of the reinforcement in the wall above shall be terminated in accordance with one of the following:1. Extend below the top of the floor the distance required to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2).

2. Lap-spliced in accordance with Section R608.5.4.3 and Figure R608.5.4(1) with a dowel bar that extends into the wall below the distance required to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2).

Where a construction joint in the wall is located below the level of the floor and less than the distance required to develop the bar in tension, the distance required to develop the bar in tension shall be measured from the top of the concrete below the joint. See Section R608.5.5.

Where indicated in Items 1 through 3, vertical wall reinforcement in the top-most

Horizontal reinforcement shall be continuous around the building corners by bending one of the bars and lap-splicing it with the bar in the other wall in accordance with Section R608.5.4.3 and Figure R608.5.4(1).

In required solid wall segments where the reduction factor for design strength,

*story*with concrete walls shall be terminated with a 90-degree (1.57 rad) standard hook complying with Section R608.5.4.5 and Figure R608.5.4(3).- Vertical bars adjacent to door and window openings required by Section R608.8.1.2.
- Vertical bars at the ends of required solid wall segments (see Section R608.7.2.2.2).
- Vertical bars (other than end bars, see Item 2) used as shear reinforcement in required solid wall segments where the reduction factor for design strength,
*R*_{3}, used is based on the wall having horizontal and vertical shear reinforcement (see Section R608.7.2.2.3).

Horizontal reinforcement shall be continuous around the building corners by bending one of the bars and lap-splicing it with the bar in the other wall in accordance with Section R608.5.4.3 and Figure R608.5.4(1).

**Exception:**In lieu of bending horizontal reinforcement at corners, separate bent reinforcing bars shall be permitted provided that the bent bar is lap-spliced with the horizontal reinforcement in both walls in accordance with Section R608.5.4.3 and Figure R608.5.4(1).

In required solid wall segments where the reduction factor for design strength,

*R*_{3}, is based on the wall having horizontal and vertical shear reinforcement in accordance with Section R608.7.2.2.1, horizontal wall reinforcement shall be terminated with a standard hook complying with Section R608.5.4.5 and Figure R608.5.4(3) or in a lap-splice, except at corners where the reinforcement shall be continuous as required.Except for vertical reinforcement at the ends of required solid wall segments, which shall be located as required by Section R608.7.2.2.2, the location of the vertical reinforcement shall not vary from the center of the wall 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 to provide not less than the minimum cover required by Section R608.5.4.1.