**TABLE R608.7(1A) UNREDUCED LENGTH,**

*UR*, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE ONE STORY OR TOP STORY OF TWO STORY^{a, c, d, e, f, g} SIDEWALL LENGTH (feet) | ENDWALL LENGTH (feet) | ROOF SLOPE | UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet) | ||||||

Basic Wind Speed (mph) Exposure | |||||||||

115B | 120B | 130B | 140B | 150B | 160B | Minimum^{b} | |||

110C | 119C | 127C | 136C | ||||||

110D | 117D | 125D | |||||||

15 | 15 | < 1:12 | 1.03 | 1.12 | 1.32 | 1.53 | 1.76 | 2.00 | 0.92 |

5:12 | 1.43 | 1.56 | 1.83 | 2.12 | 2.43 | 2.77 | 1.15 | ||

7:12 | 2.00 | 2.18 | 2.56 | 2.97 | 3.41 | 3.88 | 1.25 | ||

12:12 | 3.20 | 3.48 | 4.09 | 4.74 | 5.44 | 6.19 | 1.54 | ||

30 | < 1:12 | 1.03 | 1.12 | 1.32 | 1.53 | 1.76 | 2.00 | 0.98 | |

5:12 | 1.43 | 1.56 | 1.83 | 2.12 | 2.43 | 2.77 | 1.43 | ||

7:12 | 2.78 | 3.03 | 3.56 | 4.13 | 4.74 | 5.39 | 1.64 | ||

12:12 | 5.17 | 5.63 | 6.61 | 7.67 | 8.80 | 10.01 | 2.21 | ||

45 | < 1:12 | 1.03 | 1.12 | 1.32 | 1.53 | 1.76 | 2.00 | 1.04 | |

5:12 | 1.43 | 1.56 | 1.83 | 2.12 | 2.43 | 2.77 | 1.72 | ||

7:12 | 3.57 | 3.88 | 4.56 | 5.28 | 6.07 | 6.90 | 2.03 | ||

12:12 | 7.15 | 7.78 | 9.13 | 10.59 | 12.16 | 13.84 | 2.89 | ||

60 | < 1:12 | 1.03 | 1.12 | 1.32 | 1.53 | 1.76 | 2.00 | 1.09 | |

5:12 | 1.43 | 1.56 | 1.83 | 2.12 | 2.43 | 2.77 | 2.01 | ||

7:12 | 4.35 | 4.73 | 5.55 | 6.44 | 7.39 | 8.41 | 2.42 | ||

12:12 | 9.12 | 9.93 | 11.66 | 13.52 | 15.52 | 17.66 | 3.57 | ||

30 | 15 | < 1:12 | 1.84 | 2.01 | 2.35 | 2.73 | 3.13 | 3.57 | 1.82 |

5:12 | 2.56 | 2.78 | 3.27 | 3.79 | 4.35 | 4.95 | 2.23 | ||

7:12 | 3.61 | 3.93 | 4.61 | 5.34 | 6.13 | 6.98 | 2.42 | ||

12:12 | 5.61 | 6.10 | 7.16 | 8.31 | 9.54 | 10.85 | 2.93 | ||

30 | < 1:12 | 1.84 | 2.01 | 2.35 | 2.73 | 3.13 | 3.57 | 1.93 | |

5:12 | 2.56 | 2.78 | 3.27 | 3.79 | 4.35 | 4.95 | 2.75 | ||

7:12 | 4.92 | 5.35 | 6.28 | 7.29 | 8.37 | 9.52 | 3.12 | ||

12:12 | 8.92 | 9.71 | 11.39 | 13.22 | 15.17 | 17.26 | 4.14 | ||

45 | < 1:12 | 1.84 | 2.01 | 2.35 | 2.73 | 3.13 | 3.57 | 2.03 | |

5:12 | 2.56 | 2.78 | 3.27 | 3.79 | 4.35 | 4.95 | 3.26 | ||

7:12 | 6.23 | 6.78 | 7.96 | 9.23 | 10.60 | 12.06 | 3.82 | ||

12:12 | 12.23 | 13.31 | 15.63 | 18.12 | 20.80 | 23.67 | 5.36 | ||

60 | < 1:12 | 1.84 | 2.01 | 2.35 | 2.73 | 3.13 | 3.57 | 2.14 | |

5:12 | 2.56 | 2.78 | 3.27 | 3.79 | 4.35 | 4.95 | 3.78 | ||

7:12 | 7.54 | 8.21 | 9.64 | 11.17 | 12.83 | 14.60 | 4.52 | ||

12:12 | 15.54 | 16.92 | 19.86 | 23.03 | 26.44 | 30.08 | 6.57 |

*(continued)*

**TABLE R608.7(1A)‒continued UNREDUCED LENGTH,**

*UR*, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE ONE STORY OR TOP STORY OF TWO STORY^{a, c, d, e, f, g} SIDEWALL LENGTH (feet) | ENDWALL LENGTH (feet) | ROOF SLOPE | UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet) | ||||||

Basic Wind Speed (mph) Exposure | |||||||||

115B | 120B | 130B | 140B | 150B | 160B | Minimum^{b} | |||

110C | 119C | 127C | 136C | ||||||

110D | 117D | 125D | |||||||

60 | 15 | < 1:12 | 3.42 | 3.72 | 4.36 | 5.06 | 5.81 | 6.61 | 3.63 |

5:12 | 4.75 | 5.17 | 6.06 | 7.03 | 8.07 | 9.19 | 4.40 | ||

7:12 | 6.76 | 7.36 | 8.64 | 10.02 | 11.51 | 13.09 | 4.75 | ||

12:12 | 10.35 | 11.27 | 13.23 | 15.34 | 17.61 | 20.04 | 5.71 | ||

30 | < 1:12 | 3.42 | 3.72 | 4.36 | 5.06 | 5.81 | 6.61 | 3.83 | |

5:12 | 4.75 | 5.17 | 6.06 | 7.03 | 8.07 | 9.19 | 5.37 | ||

7:12 | 9.12 | 9.93 | 11.66 | 13.52 | 15.52 | 17.66 | 6.07 | ||

12:12 | 16.30 | 17.75 | 20.83 | 24.16 | 27.73 | 31.55 | 8.00 | ||

45 | < 1:12 | 3.55 | 3.87 | 4.54 | 5.27 | 6.05 | 6.88 | 4.03 | |

5:12 | 4.94 | 5.37 | 6.31 | 7.31 | 8.40 | 9.55 | 6.34 | ||

7:12 | 11.71 | 12.75 | 14.97 | 17.36 | 19.93 | 22.67 | 7.39 | ||

12:12 | 22.70 | 24.71 | 29.00 | 33.64 | 38.62 | 43.94 | 10.29 | ||

60 | < 1:12 | 3.68 | 4.01 | 4.71 | 5.46 | 6.27 | 7.13 | 4.23 | |

5:12 | 5.11 | 5.57 | 6.54 | 7.58 | 8.70 | 9.90 | 7.31 | ||

7:12 | 14.38 | 15.66 | 18.37 | 21.31 | 24.46 | 27.83 | 8.71 | ||

12:12 | 29.30 | 31.90 | 37.44 | 43.42 | 49.85 | 56.72 | 12.57 |

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound-force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. |

a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor, K equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length, _{zt,}UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. |

b. Tabulated lengths in the "minimum" column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. |

c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R_{1}, from Table R608.7(2). The reduced length shall be not less than the "minimum" value shown in the table. |

d. Tabulated lengths for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7 (1B) or (1C), or multiply the value in the table by the reduction factor, R_{2}, from Table R608.7(3). |

e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength, R_{3}, from Table R608.7(4). |

f. The reduction factors, R_{1}, R_{2} and R_{3}, in Tables R608.7(2), R608.7(3), and R608.7(4), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. |

g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |

**TABLE R608.7(1B) UNREDUCED LENGTH,**

*UR*, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FIRST STORY OF TWO STORY^{a, c, d, e, f, g} SIDEWALL LENGTH (feet) | ENDWALL LENGTH (feet) | ROOF SLOPE | UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet) | ||||||

Basic Wind Speed (mph) Exposure | |||||||||

115B | 120B | 130B | 140B | 150B | 160B | Minimum^{b} | |||

110C | 119C | 127C | 136C | ||||||

110D | 117D | 125D | |||||||

15 | 15 | < 1:12 | 2.98 | 3.25 | 3.81 | 4.42 | 5.07 | 5.77 | 2.54 |

5:12 | 4.13 | 4.50 | 5.28 | 6.12 | 7.03 | 8.00 | 2.76 | ||

7:12 | 4.31 | 4.70 | 5.51 | 6.39 | 7.34 | 8.35 | 2.87 | ||

12:12 | 5.51 | 6.00 | 7.04 | 8.16 | 9.37 | 10.66 | 3.15 | ||

30 | < 1:12 | 2.98 | 3.25 | 3.81 | 4.42 | 5.07 | 5.77 | 2.59 | |

5:12 | 4.13 | 4.50 | 5.28 | 6.12 | 7.03 | 8.00 | 3.05 | ||

7:12 | 5.09 | 5.55 | 6.51 | 7.55 | 8.67 | 9.86 | 3.26 | ||

12:12 | 7.48 | 8.15 | 9.56 | 11.09 | 12.73 | 14.49 | 3.83 | ||

45 | < 1:12 | 2.98 | 3.25 | 3.81 | 4.42 | 5.07 | 5.77 | 2.65 | |

5:12 | 4.13 | 4.50 | 5.28 | 6.12 | 7.03 | 8.00 | 3.34 | ||

7:12 | 5.88 | 6.40 | 7.51 | 8.71 | 10.00 | 11.37 | 3.65 | ||

12:12 | 9.46 | 10.30 | 12.09 | 14.02 | 16.09 | 18.31 | 4.51 | ||

60 | < 1:12 | 2.98 | 3.25 | 3.81 | 4.42 | 5.07 | 5.77 | 2.71 | |

5:12 | 4.13 | 4.50 | 5.28 | 6.12 | 7.03 | 8.00 | 3.63 | ||

7:12 | 6.66 | 7.25 | 8.51 | 9.87 | 11.32 | 12.89 | 4.04 | ||

12:12 | 11.43 | 12.45 | 14.61 | 16.94 | 19.45 | 22.13 | 5.19 | ||

30 | 15 | < 1:12 | 5.32 | 5.79 | 6.80 | 7.89 | 9.05 | 10.30 | 5.06 |

5:12 | 7.39 | 8.04 | 9.44 | 10.95 | 12.57 | 14.30 | 5.47 | ||

7:12 | 7.94 | 8.65 | 10.15 | 11.77 | 13.51 | 15.37 | 5.65 | ||

12:12 | 9.94 | 10.82 | 12.70 | 14.73 | 16.91 | 19.24 | 6.17 | ||

30 | < 1:12 | 5.32 | 5.79 | 6.80 | 7.89 | 9.05 | 10.30 | 5.16 | |

5:12 | 7.39 | 8.04 | 9.44 | 10.95 | 12.57 | 14.30 | 5.98 | ||

7:12 | 9.25 | 10.07 | 11.82 | 13.71 | 15.74 | 17.91 | 6.35 | ||

12:12 | 13.25 | 14.43 | 16.93 | 19.64 | 22.54 | 25.65 | 7.38 | ||

45 | < 1:12 | 5.32 | 5.79 | 6.80 | 7.89 | 9.05 | 10.30 | 5.27 | |

5:12 | 7.39 | 8.04 | 9.44 | 10.95 | 12.57 | 14.30 | 6.50 | ||

7:12 | 10.56 | 11.50 | 13.50 | 15.65 | 17.97 | 20.45 | 7.06 | ||

12:12 | 16.56 | 18.03 | 21.16 | 24.55 | 28.18 | 32.06 | 8.60 | ||

60 | < 1:12 | 5.32 | 5.79 | 6.80 | 7.89 | 9.05 | 10.30 | 5.38 | |

5:12 | 7.39 | 8.04 | 9.44 | 10.95 | 12.57 | 14.30 | 7.01 | ||

7:12 | 11.87 | 12.93 | 15.17 | 17.60 | 20.20 | 22.98 | 7.76 | ||

12:12 | 19.87 | 21.64 | 25.40 | 29.45 | 33.81 | 38.47 | 9.81 |

*(continued)*

**TABLE R608.7(1B)‒continued UNREDUCED LENGTH,**

*UR*, OF SOLID WALL REQUIRED IN EACH EXTERIOR ENDWALL FOR WIND PERPENDICULAR TO RIDGE FIRST STORY OF TWO STORY^{a, c, d, e, f, g} SIDEWALL LENGTH (feet) | ENDWALL LENGTH (feet) | ROOF SLOPE | UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN ENDWALLS FOR WIND PERPENDICULAR TO RIDGE (feet) | ||||||

Basic Wind Speed (mph) Exposure | |||||||||

115B | 120B | 130B | 140B | 150B | 160B | Minimum^{b} | |||

110C | 119C | 127C | 136C | ||||||

110D | 117D | 125D | |||||||

60 | 15 | < 1:12 | 9.87 | 10.74 | 12.61 | 14.62 | 16.79 | 19.10 | 10.10 |

5:12 | 13.71 | 14.93 | 17.52 | 20.32 | 23.33 | 26.54 | 10.87 | ||

7:12 | 15.08 | 16.42 | 19.27 | 22.35 | 25.66 | 29.20 | 11.22 | ||

12:12 | 18.67 | 20.33 | 23.86 | 27.67 | 31.77 | 36.14 | 12.19 | ||

30 | < 1:12 | 9.87 | 10.74 | 12.61 | 14.62 | 16.79 | 19.10 | 10.30 | |

5:12 | 13.71 | 14.93 | 17.52 | 20.32 | 23.33 | 26.54 | 11.85 | ||

7:12 | 17.44 | 18.99 | 22.29 | 25.85 | 29.67 | 33.76 | 12.54 | ||

12:12 | 24.62 | 26.81 | 31.46 | 36.49 | 41.89 | 47.66 | 14.48 | ||

45 | < 1:12 | 10.27 | 11.18 | 13.12 | 15.21 | 17.47 | 19.87 | 10.50 | |

5:12 | 14.26 | 15.52 | 18.22 | 21.13 | 24.26 | 27.60 | 12.82 | ||

7:12 | 20.21 | 22.01 | 25.83 | 29.95 | 34.39 | 39.12 | 13.86 | ||

12:12 | 31.20 | 33.97 | 39.87 | 46.23 | 53.07 | 60.39 | 16.76 | ||

60 | < 1:12 | 10.64 | 11.59 | 13.60 | 15.77 | 18.11 | 20.60 | 10.70 | |

5:12 | 14.77 | 16.09 | 18.88 | 21.90 | 25.14 | 28.60 | 13.79 | ||

7:12 | 23.05 | 25.09 | 29.45 | 34.15 | 39.21 | 44.61 | 15.18 | ||

12:12 | 37.97 | 41.34 | 48.52 | 56.27 | 64.60 | 73.49 | 19.05 |

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. |

a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor, K_{zt}_{,} equal to 1.0, and Risk Category II. For wind perpendicular to the ridge, the effects of a 2-foot overhang on each endwall are included. The design pressures were used to calculate forces to be resisted by solid wall segments in each endwall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length, UR, of solid wall length required in each endwall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. |

b. Tabulated lengths in the "minimum" column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 1016 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. |

c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R_{1}, from Table R608.7(2). The reduced length shall be not less than the "minimum" value shown in the table. |

d. Tabulated lengths for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7(1A) or (1C), or multiply the value in the table by the reduction factor, R_{2}, from Table R608.7(3). |

e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength, R_{3}, from Table R608.7(4). |

f. The reduction factors, R_{1}, R_{2} and R_{3}, in Tables R608.7(2), R608.7(3), and R608.7(4), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid wall segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. |

g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |

**TABLE R608.7(1C) UNREDUCED LENGTH,**

*UR*, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGE^{a, c, d, e, f, g} SIDEWALL LENGTH (feet) | ENDWALL LENGTH (feet) | ROOF SLOPE | UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE (feet) | ||||||

Basic Wind Speed (mph) Exposure | |||||||||

115B | 120B | 130B | 140B | 150B | 160B | Minimum^{b} | |||

110C | 119C | 127C | 136C | ||||||

110D | 117D | 125D | |||||||

One story or top story of two story | |||||||||

< 30 | 15 | < 1:12 | 1.08 | 1.18 | 1.39 | 161 | 1.84 | 2.10 | 0.90 |

5:12 | 1.29 | 1.40 | 1.65 | 1.91 | 2.19 | 2.49 | 1.08 | ||

7:12 | 1.38 | 1.50 | 1.76 | 2.04 | 2.35 | 2.67 | 1.17 | ||

12:12 | 1.63 | 1.78 | 2.09 | 2.42 | 2.78 | 3.16 | 1.39 | ||

30 | < 1:12 | 2.02 | 2.20 | 2.59 | 3.00 | 3.44 | 3.92 | 1.90 | |

5:12 | 2.73 | 2.97 | 3.48 | 4.04 | 4.64 | 5.28 | 2.62 | ||

7:12 | 3.05 | 3.32 | 3.89 | 4.51 | 5.18 | 5.89 | 2.95 | ||

12:12 | 3.93 | 4.27 | 5.02 | 5.82 | 6.68 | 7.60 | 3.86 | ||

45 | < 1:12 | 3.03 | 3.30 | 3.87 | 4.49 | 5.15 | 5.86 | 2.99 | |

5:12 | 4.55 | 4.96 | 5.82 | 6.75 | 7.74 | 8.81 | 4.62 | ||

7:12 | 5.24 | 5.71 | 6.70 | 7.77 | 8.92 | 10.15 | 5.36 | ||

12:12 | 7.16 | 7.79 | 9.14 | 10.61 | 12.17 | 13.85 | 7.39 | ||

60 | < 1:12 | 4.11 | 4.47 | 5.25 | 6.09 | 6.99 | 7.96 | 4.18 | |

5:12 | 6.78 | 7.39 | 8.67 | 10.05 | 11.54 | 13.13 | 7.07 | ||

7:12 | 8.00 | 8.71 | 10.22 | 11.85 | 13.61 | 15.48 | 8.38 | ||

12:12 | 11.35 | 12.36 | 14.51 | 16.82 | 19.31 | 21.97 | 12.00 | ||

60 | 45 | < 1:12 | 3.17 | 3.46 | 4.06 | 4.70 | 5.40 | 6.14 | 2.99 |

5:12 | 4.75 | 5.18 | 6.07 | 7.04 | 8.09 | 9.20 | 4.62 | ||

7:12 | 5.47 | 5.96 | 6.99 | 8.11 | 9.31 | 10.59 | 5.36 | ||

12:12 | 7.45 | 8.11 | 9.52 | 11.04 | 12.68 | 14.43 | 7.39 | ||

60 | < 1:12 | 4.41 | 4.81 | 5.64 | 6.54 | 7.51 | 8.54 | 4.18 | |

5:12 | 7.22 | 7.86 | 9.23 | 10.70 | 12.29 | 13.98 | 7.07 | ||

7:12 | 8.50 | 9.25 | 10.86 | 12.59 | 14.46 | 16.45 | 8.38 | ||

12:12 | 12.02 | 13.09 | 15.36 | 17.81 | 20.45 | 23.27 | 12.00 |

*(continued)*

**TABLE R608.7(1C)‒continued UNREDUCED LENGTH,**

*UR*, OF SOLID WALL REQUIRED IN EACH EXTERIOR SIDEWALL FOR WIND PARALLEL TO RIDGE^{a, c, d, e, f, g} SIDEWALL LENGTH (feet) | ENDWALL LENGTH (feet) | ROOF SLOPE | UNREDUCED LENGTH, UR, OF SOLID WALL REQUIRED IN SIDEWALLS FOR WIND PARALLEL TO RIDGE (feet) | ||||||

Basic Wind Speed Exposure (mph) | |||||||||

115B | 120B | 130B | 140B | 150B | 160B | Minimum^{b} | |||

110C | 119C | 127C | 136C | ||||||

110D | 117D | 125D | |||||||

First story of two story | |||||||||

< 30 | 15 | < 1:12 | 3.03 | 3.30 | 3.88 | 4.49 | 5.16 | 5.87 | 2.52 |

5:12 | 3.24 | 3.52 | 4.14 | 4.80 | 5.51 | 6.26 | 2.70 | ||

7:12 | 3.33 | 3.62 | 4.25 | 4.93 | 5.66 | 6.44 | 2.79 | ||

12:12 | 3.58 | 3.90 | 4.58 | 5.31 | 6.10 | 6.94 | 3.01 | ||

30 | < 1:12 | 5.50 | 5.99 | 7.03 | 8.16 | 9.36 | 10.65 | 5.14 | |

5:12 | 6.21 | 6.76 | 7.93 | 9.20 | 10.56 | 12.01 | 5.86 | ||

7:12 | 6.52 | 7.10 | 8.34 | 9.67 | 11.10 | 12.63 | 6.19 | ||

12:12 | 7.41 | 8.06 | 9.46 | 10.97 | 12.60 | 14.33 | 7.10 | ||

45 | < 1:12 | 8.00 | 8.71 | 10.22 | 11.85 | 13.61 | 15.48 | 7.85 | |

5:12 | 9.52 | 10.37 | 12.17 | 14.11 | 16.20 | 18.43 | 9.48 | ||

7:12 | 10.21 | 11.12 | 13.05 | 15.14 | 17.38 | 19.77 | 10.21 | ||

12:12 | 12.13 | 13.20 | 15.50 | 17.97 | 20.63 | 23.47 | 12.25 | ||

60 | < 1:12 | 10.56 | 11.50 | 13.50 | 15.65 | 17.97 | 20.44 | 10.65 | |

5:12 | 13.24 | 14.41 | 16.91 | 19.62 | 22.52 | 25.62 | 13.54 | ||

7:12 | 14.45 | 15.73 | 18.46 | 21.41 | 24.58 | 27.97 | 14.85 | ||

12:12 | 17.80 | 19.38 | 22.75 | 26.38 | 30.29 | 34.46 | 18.48 | ||

60 | 45 | < 1:12 | 8.39 | 9.14 | 10.72 | 12.44 | 14.28 | 16.25 | 7.85 |

5:12 | 9.97 | 10.86 | 12.74 | 14.78 | 16.97 | 19.30 | 9.48 | ||

7:12 | 10.69 | 11.64 | 13.66 | 15.84 | 18.19 | 20.69 | 10.21 | ||

12:12 | 12.67 | 13.80 | 16.19 | 18.78 | 21.56 | 24.53 | 12.25 | ||

60 | < 1:12 | 11.37 | 12.38 | 14.53 | 16.85 | 19.35 | 22.01 | 10.65 | |

5:12 | 14.18 | 15.44 | 18.12 | 21.02 | 24.13 | 27.45 | 13.54 | ||

7:12 | 15.46 | 16.83 | 19.75 | 22.91 | 26.29 | 29.92 | 14.85 | ||

12:12 | 18.98 | 20.66 | 24.25 | 28.13 | 32.29 | 36.74 | 18.48 |

For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 0.447 m/s, 1 pound force per linear foot = 0.146 kN/m, 1 pound per square foot = 47.88 Pa. |

a. Tabulated lengths were derived by calculating design wind pressures in accordance with Figure 28.4-1 of ASCE 7 for a building with a mean roof height of 35 feet, topographic factor, K, equal to 1.0, and Risk Category II. The design pressures were used to calculate forces to be resisted by solid wall segments in each sidewall. The forces to be resisted by each wall line were then divided by the default design strength of 840 pounds per linear foot of length to determine the unreduced length, _{zt}UR, of solid wall length required in each sidewall. The actual mean roof height of the building shall not exceed the least horizontal dimension of the building. |

b. Tabulated lengths in the "minimum" column are based on the requirement of Section 28.4.4 of ASCE 7 that the main windforce-resisting system be designed for a minimum pressure of 16 psf multiplied by the wall area of the building and 8 psf multiplied by the roof area of the building projected onto a vertical plane normal to the assumed wind direction. Tabulated lengths in shaded cells are less than the "minimum" value. Where the minimum controls, it is permitted to be reduced in accordance with Notes c, d and e. See Section R608.7.1.1. |

c. For buildings with a mean roof height of less than 35 feet, tabulated lengths are permitted to be reduced by multiplying by the appropriate factor, R_{1}, from Table R608.7(2). The reduced length shall be not less than the "minimum" value shown in the table. |

d. Tabulated lengths for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated lengths for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor-to-ceiling heights less than assumed, use the lengths in this table or Table R608.7(1A) or (1B), or multiply the value in the table by the reduction factor, R_{2}, from Table R608.7(3). |

e. Tabulated lengths are based on the default design shear strength of 840 pounds per linear foot of solid wall segment. The tabulated lengths are permitted to be reduced by multiplying by the applicable reduction factor for design strength, R_{3}, from Table R608.7(4). |

f. The reduction factors, R_{1}, R_{2} and R_{3}, in Tables R608.7(2), R608.7(3), and R608.7(4), respectively, are permitted to be compounded, subject to the limitations of Note b. However, the minimum number and minimum length of solid walls segments in each wall line shall comply with Sections R608.7.1 and R608.7.2.1, respectively. |

g. For intermediate values of sidewall length, endwall length, roof slope and basic wind speed, use the next higher value, or determine by interpolation. |

**TABLE R608.7(2) REDUCTION FACTOR,**

*R*_{1}, FOR BUILDINGS WITH MEAN ROOF HEIGHT LESS THAN 35 FEET^{a} MEAN ROOF HEIGHT ^{b, c}(feet) | REDUCTION FACTOR R_{1}, FOR MEAN ROOF HEIGHT | ||

Exposure category | |||

B | C | D | |

< 15 | 0.96 | 0.84 | 0.87 |

20 | 0.96 | 0.89 | 0.91 |

25 | 0.96 | 0.93 | 0.94 |

30 | 0.96 | 0.97 | 0.98 |

35 | 1.00 | 1.00 | 1.00 |

For SI: 1 foot = 304.8 mm, 1 degree = 0.0175 rad. |

a. See Section R608.7.1.1 and Note c to Table R608.7(1A) for application of reduction factors in this table. This reduction is not permitted for "minimum" values. |

b. For intermediate values of mean roof height, use the factor for the next greater height, or determine by interpolation. |

c. Mean roof height is the average of the roof eave height and height of the highest point on the roof surface, except that for roof slopes of less than or equal to 2^{1}/_{8}:12 (10 degrees), the mean roof height is permitted to be taken as the roof eave height. |

**TABLE R608.7(3) REDUCTION FACTOR,**

*R*_{2}, FOR FLOOR-TO-CEILING WALL HEIGHTS LESS THAN 10 FEET^{a, b} STORY UNDER CONSIDERATION | FLOOR-TO-CEILING HEIGHT ^{c}(feet) | ENDWALL LENGTH (feet) | ROOF SLOPE | REDUCTION FACTOR, R_{2} |

Endwalls‒for wind perpendicular to ridge | ||||

One story or top story of two story | 8 | 15 | < 5:12 | 0.83 |

7:12 | 0.90 | |||

12:12 | 0.94 | |||

60 | < 5:12 | 0.83 | ||

7:12 | 0.95 | |||

12:12 | 0.98 | |||

First story of two story | 16 combined first and second story | 15 | < 5:12 | 0.83 |

7:12 | 0.86 | |||

12:12 | 0.89 | |||

60 | < 5:12 | 0.83 | ||

7:12 | 0.91 | |||

12:12 | 0.95 | |||

Sidewalls‒for wind parallel to ridge | ||||

One story or top story of two story | 8 | 15 | < 1:12 | 0.84 |

5:12 | 0.87 | |||

7:12 | 0.88 | |||

12:12 | 0.89 | |||

60 | < 1:12 | 0.86 | ||

5:12 | 0.92 | |||

7:12 | 0.93 | |||

12:12 | 0.95 | |||

First story of two story | 16 combined first and second story | 15 | < 1:12 | 0.83 |

5:12 | 0.84 | |||

7:12 | 0.85 | |||

12:12 | 0.86 | |||

60 | < 1:12 | 0.84 | ||

5:12 | 0.87 | |||

7:12 | 0.88 | |||

12:12 | 0.90 |

For SI: 1 foot = 304.8 mm. |

a. See Section R608.7.1.1 and Note d to Table R608.7(1A) for application of reduction factors in this table. |

b. For intermediate values of endwall length, and/or roof slope, use the next higher value, or determine by interpolation. |

c. Tabulated values in Table R608.7(1A) and (1C) for "one story or top story of two story" are based on a floor-to-ceiling height of 10 feet. Tabulated values in Table R608.7(1B) and (1C) for "first story of two story" are based on floor-to-ceiling heights of 10 feet each for the first and second story. For floor to ceiling heights between those shown in this table and those assumed in Table R608.7(1A), (1B) or (1C), use the solid wall lengths in Table R608.7(1A), (1B) or (1C), or determine the reduction factor by interpolating between 1.0 and the factor shown in this table. |

**TABLE R608.7(4) REDUCTION FACTOR FOR DESIGN STRENGTH,**

*R*_{3}, FOR FLAT, WAFFLE- AND SCREEN-GRID WALLS^{a, c} NOMINAL THICKNESS OF WALL (inches) | VERTICAL BARS AT EACH END OF SOLID WALL SEGMENT | VERTICAL REINFORCEMENT LAYOUT DETAIL [see Figure R608.7(2)] | REDUCTION FACTOR, R_{3}, FOR LENGTH OF SOLID WALL | ||||

Horizontal and vertical shear reinforcement provided | |||||||

Number of bars | Bar size | No | Yes^{d} | ||||

40,000^{b} | 60,000^{b} | 40,000^{b} | 60,000^{b} | ||||

Flat walls | |||||||

4 | 2 | 4 | 1 | 0.74 | 0.61 | 0.74 | 0.50 |

3 | 4 | 2 | 0.61 | 0.61 | 0.52 | 0.27 | |

2 | 5 | 1 | 0.61 | 0.61 | 0.48 | 0.25 | |

3 | 5 | 2 | 0.61 | 0.61 | 0.26 | 0.18 | |

6 | 2 | 4 | 3 | 0.70 | 0.48 | 0.70 | 0.48 |

3 | 4 | 4 | 0.49 | 0.38 | 0.49 | 0.33 | |

2 | 5 | 3 | 0.46 | 0.38 | 0.46 | 0.31 | |

3 | 5 | 4 | 0.38 | 0.38 | 0.32 | 0.16 | |

8 | 2 | 4 | 3 | 0.70 | 0.47 | 0.70 | 0.47 |

3 | 4 | 5 | 0.47 | 0.32 | 0.47 | 0.32 | |

2 | 5 | 3 | 0.45 | 0.31 | 0.45 | 0.31 | |

4 | 4 | 6 | 0.36 | 0.28 | 0.36 | 0.25 | |

3 | 5 | 5 | 0.31 | 0.28 | 0.31 | 0.16 | |

4 | 5 | 6 | 0.28 | 0.28 | 0.24 | 0.12 | |

10 | 2 | 4 | 3 | 0.70 | 0.47 | 0.70 | 0.47 |

2 | 5 | 3 | 0.45 | 0.30 | 0.45 | 0.30 | |

4 | 4 | 7 | 0.36 | 0.25 | 0.36 | 0.25 | |

6 | 4 | 8 | 0.25 | 0.22 | 0.25 | 0.13 | |

4 | 5 | 7 | 0.24 | 0.22 | 0.24 | 0.12 | |

6 | 5 | 8 | 0.22 | 0.22 | 0.12 | 0.08 | |

Waffle-grid walls^{e} | |||||||

6 | 2 | 4 | 3 | 0.78 | 0.78 | 0.70 | 0.48 |

3 | 4 | 4 | 0.78 | 0.78 | 0.49 | 0.25 | |

2 | 5 | 3 | 0.78 | 0.78 | 0.46 | 0.23 | |

3 | 5 | 4 | 0.78 | 0.78 | 0.24 | 0.16 | |

8 | 2 | 4 | 3 | 0.78 | 0.78 | 0.70 | 0.47 |

3 | 4 | 5 | 0.78 | 0.78 | 0.47 | 0.24 | |

2 | 5 | 3 | 0.78 | 0.78 | 0.45 | 0.23 | |

4 | 4 | 6 | 0.78 | 0.78 | 0.36 | 0.18 | |

3 | 5 | 5 | 0.78 | 0.78 | 0.23 | 0.16 | |

4 | 5 | 6 | 0.78 | 0.78 | 0.18 | 0.13 | |

Screen-grid walls^{e} | |||||||

6 | 2 | 4 | 3 | 0.93 | 0.93 | 0.70 | 0.48 |

3 | 4 | 4 | 0.93 | 0.93 | 0.49 | 0.25 | |

2 | 5 | 3 | 0.93 | 0.93 | 0.46 | 0.23 | |

3 | 5 | 4 | 0.93 | 0.93 | 0.24 | 0.16 |

For SI: 1 inch = 25.4 mm, 1,000 pounds per square inch = 6.895 MPa. |

a. See Note e to Table R608.7(1A) for application of adjustment factors in this table. |

b. Yield strength in pounds per square inch of vertical wall reinforcement at ends of solid wall segments. |

c. Values are based on concrete with a specified compressive strength, ƒ', of 2,500 psi. Where concrete with _{c}ƒ' of not less than 3,000 psi is used, values in shaded cells are permitted to be decreased by multiplying by 0.91._{c} |

d. Horizontal and vertical shear reinforcement shall be provided in accordance with Section R608.7.2.2. |

e. Each end of each solid wall segment shall have rectangular flanges. In the through-the-wall dimension, the flange shall be not less than 5^{1}/_{2} inches for 6-inch-nominal waffle- and screen-grid walls, and not less than 7^{1}/_{2} inches for 8-inch-nominal waffle-grid walls. In the in-plane dimension, flanges shall be long enough to accommodate the vertical reinforcement required by the layout detail selected from Figure R608.7(2) and provide the cover required by Section R608.5.4.1. If necessary to achieve the required dimensions, form material shall be removed or use of flat wall forms is permitted. |

**FIGURE R608.7(1) MINIMUM SOLID WALL LENGTH**

**FIGURE R608.7(2) VERTICAL REINFORCEMENT LAYOUT DETAIL**

**FIGURE R608.7(3) VERTICAL WALL REINFORCEMENT ADJACENT TO WALL OPENINGS**

Each exterior wall line in each

*story*shall have a total length of solid wall required by Section R608.7.1.1. A solid wall is a section of flat, waffle-grid or screen-grid wall, extending the full*story height*without openings or penetrations, except those permitted by Section R608.7.2. Solid wall segments that contribute to the total length of solid wall shall comply with Section R608.7.2.Buildings shall have solid walls in each exterior endwall line (the side of a building that is parallel to the span of the roof or floor framing) and sidewall line (the side of a building that is perpendicular to the span of the roof or floor framing) to resist lateral in-plane wind forces. The site-appropriate basic wind speed and exposure category shall be used in Tables R608.7(1A) through (1C) to determine the unreduced total length,

The total length of solid wall segments,

where:

The total length of solid wall in a wall line,

To facilitate determining the required wall thickness, wall type, number and

After determining the maximum permitted value of the reduction factor for design strength,

*UR*, of solid wall required in each exterior endwall line and sidewall line. For buildings with a mean roof height of less than 35 feet (10 668 mm), the unreduced values determined from Tables R608.7(1A) though (1C) are permitted to be reduced by multiplying by the applicable factor,*R*_{1}, from Table R608.7(2); however, reduced values shall be not less than the minimum values in Tables R608.7(1A) through (1C). Where the floor-to-ceiling height of a story is less than 10 feet (3048 mm), the unreduced values determined from Tables R608.7(1A) through (C), including minimum values, are permitted to be reduced by multiplying by the applicable factor,*R*_{2}, from Table R608.7(3). To account for different design strengths than assumed in determining the values in Tables R608.7(1A) through (1C), the unreduced lengths determined from Tables R608.7(1A) through (1C), including minimum values, are permitted to be reduced by multiplying by the applicable factor,*R*_{3}, from Table R608.7(4). The reductions permitted by Tables R608.7(2), R608.7(3) and R608.7(4) are cumulative.The total length of solid wall segments,

*TL*, in a wall line that comply with the minimum length requirements of Section R608.7.2.1 [see Figure R608.7(1)] shall be equal to or greater than the product of the unreduced length of solid wall from Tables R608.7(1A) through (1C),*UR*and the applicable reduction factors, if any, from Tables R608.7(2), R608.7(3) and R608.7(4) as indicated by Equation R6-1.where:

TL | = | Total length of solid wall segments in a wall line that comply with Section R608.7.2.1 [see Figure R608.7(1)]. |

R_{1} | = | 1.0 or reduction factor for mean roof height from Table R608.7(2). |

R_{2} | = | 1.0 or reduction factor for floor-to-ceiling wall height from Table R608.7(3). |

R_{3} | = | 1.0 or reduction factor for design strength from Table R608.7(4). |

UR | = | Unreduced length of solid wall from Tables R608.7(1A) through (1C). |

The total length of solid wall in a wall line,

*TL*, shall be not less than that provided by two solid wall segments complying with the minimum length requirements of Section R608.7.2.1.To facilitate determining the required wall thickness, wall type, number and

*grade*of vertical bars at each end of each solid wall segment, and whether shear reinforcement is required, use of Equation R6-2 is permitted.After determining the maximum permitted value of the reduction factor for design strength,

*R*_{3}, in accordance with Equation R6-2, select a wall type from Table R608.7(4) with*R*_{3}less than or equal to the value calculated.Solid wall segments that contribute to the required length of solid wall shall comply with this section. Reinforcement shall be provided in accordance with Section R608.7.2.2 and Table R608.7(4). Solid wall segments shall extend the full story-height without openings, other than openings for the utilities and other building services passing through the wall. In flat walls and waffle-grid walls, such openings shall have an area of less than 30 square inches (19 355 mm

^{2}) without any dimension exceeding 6^{1}/_{4}inches (159 mm), and shall not be located within 6 inches (152 mm) of the side edges of the solid wall segment. In screen-grid walls, such openings shall be located in the portion of the solid wall segment between horizontal and vertical cores of concrete and opening size and location are not restricted provided there is not any concrete removed.Only solid wall segments equal to or greater than 24 inches (610 mm) in length shall be included in the total length of solid wall required by Section R608.7.1. In addition, not more than two solid wall segments equal to or greater than 24 inches (610 mm) in length and less than 48 inches (1219 mm) in length shall be included in the required total length of solid wall. The maximum clear opening width shall be 18 feet (5486 mm). See Figure R608.7(1).

Where reduction factors for design strength,

The spacing of horizontal reinforcement shall not exceed the smaller of one-half the length of the solid wall segment, minus 2 inches (51 mm), and 18 inches (457 mm). Horizontal shear reinforcement shall terminate in accordance with Section R608.6.4.

*R*, from Table R608.7(4) based on horizontal and vertical shear reinforcement being provided are used, solid wall segments shall have horizontal reinforcement consisting of minimum No. 4 bars. Horizontal shear reinforcement shall be the same grade of steel required for the vertical reinforcement at the ends of solid wall segments by Section R608.7.2.2.2._{3}The spacing of horizontal reinforcement shall not exceed the smaller of one-half the length of the solid wall segment, minus 2 inches (51 mm), and 18 inches (457 mm). Horizontal shear reinforcement shall terminate in accordance with Section R608.6.4.

Vertical reinforcement applicable to the reduction factor(s) for design strength,

The vertical wall reinforcement at each end of each solid wall segment shall be developed below the bottom of the adjacent wall opening [see Figure R608.7(3)] by one of the following methods:

1. Where the wall height below the bottom of the adjacent opening is equal to or greater than 22 inches (559 mm) for No. 4 or 28 inches (711 mm) for No. 5 vertical wall reinforcement, reinforcement around openings in accordance with Section R608.8.1 shall be sufficient.

2. Where the wall height below the bottom of the adjacent opening is less than required by Item 1 above, the vertical wall reinforcement adjacent to the opening shall extend into the footing far enough to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2), or shall be lap-spliced with a dowel that is embedded in the footing far enough to develop the dowel-bar in tension.

*R*, from Table R608.7(4) that is used, shall be located at each end of each solid wall segment in accordance with the applicable detail in Figure R608.7(2). The No. 4 vertical bar required on each side of an opening by Section R608.8.1.2 is permitted to be used as reinforcement at the ends of solid wall segments where installed in accordance with the applicable detail in Figure R08.7(2). There shall be not less than two No. 4 bars at each end of solid wall segments located as required by the applicable detail in Figure R608.7(2). One of the bars at each end of solid wall segments shall be deemed to meet the requirements for vertical wall reinforcement required by Section R608.6._{3}The vertical wall reinforcement at each end of each solid wall segment shall be developed below the bottom of the adjacent wall opening [see Figure R608.7(3)] by one of the following methods:

1. Where the wall height below the bottom of the adjacent opening is equal to or greater than 22 inches (559 mm) for No. 4 or 28 inches (711 mm) for No. 5 vertical wall reinforcement, reinforcement around openings in accordance with Section R608.8.1 shall be sufficient.

2. Where the wall height below the bottom of the adjacent opening is less than required by Item 1 above, the vertical wall reinforcement adjacent to the opening shall extend into the footing far enough to develop the bar in tension in accordance with Section R608.5.4.4 and Figure R608.5.4(2), or shall be lap-spliced with a dowel that is embedded in the footing far enough to develop the dowel-bar in tension.

Where reduction factors for design strength,

*R*_{3}, from Table R608.7(4) based on horizontal and vertical shear reinforcement being provided are used, solid wall segments shall have vertical reinforcement consisting of minimum No. 4 bars. Vertical shear reinforcement shall be the same grade of steel required by Section R608.7.2.2.2 for the vertical reinforcement at the ends of solid wall segments. The spacing of vertical reinforcement throughout the length of the segment shall not exceed the smaller of one third the length of the segment, and 18 inches (457 mm). Vertical shear reinforcement shall be continuous between stories in accordance with Section R608.6.3, and shall terminate in accordance with Section R608.6.4. Vertical shear reinforcement required by this section is permitted to be used for vertical reinforcement required by Table R608.6(1), R608.6(2), R608.6(3) or R608.6(4), whichever is applicable.At all interior and exterior corners of exterior walls, a solid wall segment shall extend the full height of each wall

The end of a solid wall segment complying with the minimum length requirements of Section R608.7.2.1 shall be located not more than 6 feet (1829 mm) from each corner.

*story*. The segment shall have the length required to develop the horizontal reinforcement above and below the adjacent opening in tension in accordance with Section R608.5.4.4. For an exterior corner, the limiting dimension is measured on the outside of the wall, and for an interior corner the limiting dimension is measured on the inside of the wall. See Section R608.8.1. The length of a segment contributing to the required length of solid wall shall comply with Section R608.7.2.1.The end of a solid wall segment complying with the minimum length requirements of Section R608.7.2.1 shall be located not more than 6 feet (1829 mm) from each corner.