Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments, shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A. The

*seismic design category*for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7.**Exceptions:**

- Detached one- and two-family dwellings, assigned to
*Seismic Design Category*A, B or C, or located where the mapped short-period spectral response acceleration,*S*, is less than 0.4 g._{S} - The seismic force-resisting system of wood-frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section.
- Agricultural storage structures intended only for incidental human occupancy.
- Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria, such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors.

1613.1.1 ASCE 12.7.2 and 12.14.8.1 of Chapter 12 of ASCE 7 referenced in Section 1613.1, Definition of W, Item 4 is deleted and replaced with the following:

4. Where the flat roof snow load, P

WHERE:

W

A = Elevation above sea level at the location of the structure (ft./1,000)

P

For the purposes of this section, snow load shall be assumed uniform on the roof footprint without including the effects of drift or sliding. The Importance Factor, I, used in calculating P

4. Where the flat roof snow load, P

_{f}, exceeds 30 psf, the snow load included in seismic design shall be calculated, in accordance with the following formula: W_{s}= (0.20 + 0.025(A-5))P_{f}is greater than or equal to 0.20 P_{f}.WHERE:

W

_{s}= Weight of snow to be included in seismic calculationsA = Elevation above sea level at the location of the structure (ft./1,000)

P

_{f}= Design roof snow load, psf.For the purposes of this section, snow load shall be assumed uniform on the roof footprint without including the effects of drift or sliding. The Importance Factor, I, used in calculating P

_{f}may be considered 1.0 for use in the formula for W_{s}.The following terms are defined in Chapter 2:

**DESIGN EARTHQUAKE GROUND MOTION.****ORTHOGONAL.****RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**

_{R}) GROUND MOTION RESPONSE ACCELERATION.**SEISMIC DESIGN CATEGORY.****SEISMIC FORCE-RESISTING SYSTEM.****SITE CLASS.****SITE COEFFICIENTS.**Seismic ground motion values shall be determined in accordance with this section.

The parameters

*S*and_{S}*S*_{1}shall be determined from the 0.2 and 1-second spectral response accelerations shown on Figures 1613.3.1(1) through 1613.3.1(8). Where*S*_{1}is less than or equal to 0.04 and*S*is less than or equal to 0.15, the structure is permitted to be assigned_{S}*Seismic Design Category*A.**FIGURE 1613.3.1(1) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**_{R}) GROUND MOTION RESPONSE ACCELERATIONS FOR THE CONTERMINOUS UNITED STATES OF 0.2-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B*(continued)***FIGURE 1613.3.1(1)‒continued RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**_{R}) GROUND MOTION RESPONSE ACCELERATIONS FOR THE CONTERMINOUS UNITED STATES OF 0.2-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B**FIGURE 1613.3.1(2) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**_{R}) GROUND MOTION RESPONSE ACCELERATIONS FOR THE CONTERMINOUS UNITED STATES OF 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B*(continued)***FIGURE 1613.3.1(2)‒continued RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**_{R}) GROUND MOTION RESPONSE ACCELERATIONS FOR THE CONTERMINOUS UNITED STATES OF 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B**FIGURE 1613.3.1(3) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**_{R}) GROUND MOTION RESPONSE ACCELERATIONS FOR HAWAII OF 0.2- AND 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B**FIGURE 1613.3.1(4) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**_{R}) GROUND MOTION RESPONSE ACCELERATIONS FOR ALASKA OF 0.2-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B**FIGURE 1613.3.1(5) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**_{R}) GROUND MOTION RESPONSE ACCELERATIONS FOR ALASKA OF 1.0-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B**FIGURE 1613.3.1(6) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**_{R}) GROUND MOTION RESPONSE ACCELERATIONS FOR PUERTO RICO AND THE UNITED STATES VIRGIN ISLANDS OF 0.2- AND 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B**FIGURE 1613.3.1(7) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**_{R}) GROUND MOTION RESPONSE ACCELERATIONS FOR GUAM AND THE NORTHERN MARIANA ISLANDS OF 0.2- AND 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B**FIGURE 1613.3.1(8) RISK-TARGETED MAXIMUM CONSIDERED EARTHQUAKE (MCE**_{R}) GROUND MOTION RESPONSE ACCELERATIONS FOR AMERICAN SAMOA OF 0.2- AND 1-SECOND SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS BBased on the site soil properties, the site shall be classified as

Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the building official or geotechnical data determines Site Class E or F soils are present at the site.

*Site Class*A, B, C, D, E or F in accordance with Chapter 20 of ASCE 7.Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the building official or geotechnical data determines Site Class E or F soils are present at the site.

The maximum considered earthquake spectral response acceleration for short periods,

where:

*S*, and at 1-second period,_{MS}*S*, adjusted for_{M1}*site class*effects shall be determined by Equations 16-37 and 16-38, respectively:where:

F_{a} | = | Site coefficient defined in Table 1613.3.3(1). |

F_{v} | = | Site coefficient defined in Table 1613.3.3(2). |

S_{S} | = | The mapped spectral accelerations for short periods as determined in Section 1613.3.1. |

S_{1} | = | The mapped spectral accelerations for a 1-second period as determined in Section 1613.3.1. |

**TABLE 1613.3.3(1) VALUES OF SITE COEFFICIENT***F*_{a }^{a} SITE CLASS | MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD | ||||

≤ S_{s}0.25 | S = 0.50_{s} | S = 0.75_{s} | S = 1.00_{s} | ≥S_{s} 1.25 | |

A | 0.8 | 0.8 | 0.8 | 0.8 | 0.8 |

B | 1.0 | 1.0 | 1.0 | 1.0 | 1.0 |

C | 1.2 | 1.2 | 1.1 | 1.0 | 1.0 |

D | 1.6 | 1.4 | 1.2 | 1.1 | 1.0 |

E | 2.5 | 1.7 | 1.2 | 0.9 | 0.9 |

F | Note b | Note b | Note b | Note b | Note b |

a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at short period, S._{s} |

b. Values shall be determined in accordance with Section 11.4.7 of ASCE 7. |

**TABLE 1613.3.3(2) VALUES OF SITE COEFFICIENT***F*_{V}^{a} SITE CLASS | MAPPED SPECTRAL RESPONSE ACCELERATION AT 1-SECOND PERIOD | ||||

≤S_{1} 0.1 | S_{1} = 0.2 | S_{1} = 0.3 | S_{1} = 0.4 | ≥ S_{1}0.5 | |

A | 0.8 | 0.8 | 0.8 | 0.8 | 0.8 |

B | 1.0 | 1.0 | 1.0 | 1.0 | 1.0 |

C | 1.7 | 1.6 | 1.5 | 1.4 | 1.3 |

D | 2.4 | 2.0 | 1.8 | 1.6 | 1.5 |

E | 3.5 | 3.2 | 2.8 | 2.4 | 2.4 |

F | Note b | Note b | Note b | Note b | Note b |

a. Use straight-line interpolation for intermediate values of mapped spectral response acceleration at 1-second period, S_{1}. |

b. Values shall be determined in accordance with Section 11.4.7 of ASCE 7. |

Five-percent damped design spectral response acceleration at short periods,

where:

*S*and at 1-second period,_{DS},*S*, shall be determined from Equations 16-39 and 16-40, respectively:_{D1}where:

S_{MS} | = | The maximum considered earthquake spectral response accelerations for short period as determined in Section 1613.3.3. |

S_{M1} | = | The maximum considered earthquake spectral response accelerations for 1-second period as determined in Section 1613.3.3. |

Structures classified as

*Risk Category*I, II or III that are located where the mapped spectral response acceleration parameter at 1-second period,*S*, is greater than or equal to 0.75 shall be assigned to_{1}*Seismic Design Category*E. Structures classified as*Risk Category*IV that are located where the mapped spectral response acceleration parameter at 1-second period,*S*is greater than or equal to 0.75 shall be assigned to_{1},*Seismic Design Category*F. All other structures shall be assigned to a*seismic design category*based on their*risk category*and the design spectral response acceleration parameters,*S*and_{DS}*S*, determined in accordance with Section 1613.3.4 or the site-specific procedures of ASCE 7. Each building and structure shall be assigned to the more severe_{D1}*seismic design category*in accordance with Table 1613.3.5(1) or 1613.3.5(2), irrespective of the fundamental period of vibration of the structure,*T*.**TABLE 1613.3.5(1) SEISMIC DESIGN CATEGORY BASED ON SHORT-PERIOD (0.2 second) RESPONSE ACCELERATION** VALUE OF S_{DS} | RISK CATEGORY | ||

I or II | III | IV | |

S < 0.167g_{DS} | A | A | A |

0.167g ≤ S < 0.33g _{DS} | B | B | C |

0.33g ≤ S < 0.50g _{DS} | C | C | D |

0.50g ≤ S_{DS} | D | D | D |

**TABLE 1613.3.5(2) SEISMIC DESIGN CATEGORY BASED ON 1-SECOND PERIOD RESPONSE ACCELERATION** VALUE OF S_{D1} | RISK CATEGORY | ||

I or II | III | IV | |

S < 0.067g_{D1} | A | A | A |

0.067g ≤ S < 0.133g_{D1} | B | B | C |

0.133g ≤ S < 0.20g_{D1} | C | C | D |

0.20g ≤ S_{D1} | D | D | D |

Where

1. In each of the two orthogonal directions, the approximate fundamental period of the structure,

2. In each of the two orthogonal directions, the fundamental period of the structure used to calculate the story drift is less than

3. Equation 12.8-2 of ASCE 7 is used to determine the seismic response coefficient,

4. The diaphragms are rigid or are permitted to be idealized as rigid in accordance with Section 12.3.1 of ASCE 7 or, for diaphragms permitted to be idealized as flexible in accordance with Section 12.3.1 of ASCE 7, the distances between vertical elements of the seismic force-resisting system do not exceed 40 feet (12 192 mm).

*S*is less than 0.75, the_{1}*seismic design category*is permitted to be determined from Table 1613.3.5(1) alone when all of the following apply:1. In each of the two orthogonal directions, the approximate fundamental period of the structure,

*T*, in each of the two orthogonal directions determined in accordance with Section 12.8.2.1 of ASCE 7, is less than 0.8_{a}*T*determined in accordance with Section 11.4.5 of ASCE 7._{s}2. In each of the two orthogonal directions, the fundamental period of the structure used to calculate the story drift is less than

*T*._{s}3. Equation 12.8-2 of ASCE 7 is used to determine the seismic response coefficient,

*C*._{s}4. The diaphragms are rigid or are permitted to be idealized as rigid in accordance with Section 12.3.1 of ASCE 7 or, for diaphragms permitted to be idealized as flexible in accordance with Section 12.3.1 of ASCE 7, the distances between vertical elements of the seismic force-resisting system do not exceed 40 feet (12 192 mm).

Where the alternate simplified design procedure of ASCE 7 is used, the

*seismic design category*shall be determined in accordance with ASCE 7.The provisions of Section 1613.4 shall be permitted as alternatives to the relevant provisions of ASCE 7.

Add the following exception to the end of Section 17.5.4.2 of ASCE 7:

1. The value of

2. For OMFs and OCBFs, design is in accordance with AISC 341.

**Exception:**For isolated structures designed in accordance with this standard, the structural system limitations including structural height limits, in Table 12.2-1 for ordinary steel concentrically braced frames (OCBFs) as defined in Chapter 11 and ordinary moment frames (OMFs) as defined in Chapter 11 are permitted to be taken as 160 feet (48 768 mm) for structures assigned to*Seismic Design Category*D, E or F, provided that the following conditions are satisfied:1. The value of

*R*_{I}as defined in Chapter 17 is taken as 1.2. For OMFs and OCBFs, design is in accordance with AISC 341.

The provisions of Section 1613.5 shall be permitted as an amendment to the relevant provisions of ASCE 7.

Modify ASCE 7 Section 12.11.2.2.1 as follows:

12.11.2.2.1 Transfer of anchorage forces into diaphragm. Diaphragms shall be provided with continuous ties or struts between diaphragm chords to distribute these anchorage forces into the diaphragms. Diaphragm connections shall be positive, mechanical or welded. Added chords are permitted to be used to form subdiaphragms to transmit the anchorage forces to the main continuous cross-ties. The maximum length-to-width ratio of a wood, wood structural panel or untopped steel deck sheathed structural subdiaphragm that serves as part of the continuous tie system shall be 2.5 to 1. Connections and anchorages capable of resisting the prescribed forces shall be provided between the diaphragm and the attached components. Connections shall extend into the diaphragm a sufficient distance to develop the force transferred into the diaphragm.

12.11.2.2.1 Transfer of anchorage forces into diaphragm. Diaphragms shall be provided with continuous ties or struts between diaphragm chords to distribute these anchorage forces into the diaphragms. Diaphragm connections shall be positive, mechanical or welded. Added chords are permitted to be used to form subdiaphragms to transmit the anchorage forces to the main continuous cross-ties. The maximum length-to-width ratio of a wood, wood structural panel or untopped steel deck sheathed structural subdiaphragm that serves as part of the continuous tie system shall be 2.5 to 1. Connections and anchorages capable of resisting the prescribed forces shall be provided between the diaphragm and the attached components. Connections shall extend into the diaphragm a sufficient distance to develop the force transferred into the diaphragm.

Ballasted, roof-mounted

*photovoltaic panel systems*need not be rigidly attached to the roof or supporting structure. Ballasted nonpenetrating systems shall be designed and installed only on roofs with slopes not more than one unit vertical in 12 units horizontal. Ballasted nonpenetrating systems shall be designed to resist sliding and uplift resulting from lateral and vertical forces as required by Section 1605, using a coefficient of friction determined by acceptable engineering principles. In structures assigned to*Seismic Design Category*C, D, E or F, ballasted nonpenetrating systems shall be designed to accommodate seismic displacement determined by nonlinear response-history analysis or shake-table testing, using input motions consistent with ASCE 7 lateral and vertical seismic forces for nonstructural components on roofs.1613.7 ASCE 7, Section 13.5.6.2.2 paragraph (e) is modified to read as follows: (e) Penetrations shall have a sleeve or adapter through the ceiling tile to allow for free movement of at least 1 inch (25 mm) in all horizontal directions.

**Exceptions:**- Where rigid braces are used to limit lateral deflections.
- At fire sprinkler heads in frangible surfaces per NFPA 13.