![]() Buildings and other structures containing educational occupancies for students above the 12th grade with an occupant load greater than 500.Buildings and other structures containing Group E occupancies with an occupant load greater than 250.Buildings and other structures whose primary occupancy is public assembly with an occupant load greater than 300.TABLE 1604.5 RISK CATEGORY OF BUILDINGS AND OTHER STRUCTURES RISK CATEGORYīuildings and other structures that represent a low hazard to human life in the event of failure, including but not limited to:īuildings and other structures except those listed in Risk Categories I, III and IV.īuildings and other structures that represent a substantial hazard to human life in the event of failure, including but not limited to: ![]() Where a referenced standard specifies that the assignment of a risk category be in accordance with ASCE 7, Table 1.5-1, Table 1604.5 shall be used in lieu of ASCE 7, Table 1.5-1. Where a referenced standard specifies an occupancy category, the risk category shall not be taken as lower than the occupancy category specified therein. For cantilever members, l shall be taken as twice the length of the cantilever.Įach building and structure shall be assigned a risk category in accordance with Table 1604.5.For aluminum sandwich panels used in roofs or walls of sunroom additions or patio covers, the total load deflection shall not exceed l/ 120. For continuous aluminum structural members supporting edge of glass, the total load deflection shall not exceed l/ 175 for each glass lite or l/ 60 for the entire length of the member, whichever is more stringent. For aluminum structural members or aluminum panels used in skylights and sloped glazing framing, roofs or walls of sunroom additions or patio covers not supporting edge of glass or aluminum sandwich panels, the total load deflection shall not exceed l/ 60.For steel structural members, the dead load shall be taken as zero.Where members support glass in accordance with Section 2403 using the deflection limit therein, the wind load shall be no less than 0.6 times the "component and cladding" loads for the purpose of determining deflection. The wind load is permitted to be taken as 0.42 times the "component and cladding" loads for the purpose of determining deflection limits herein.See Section 1611 for rain and ponding requirements and Section 1503.4 for roof drainage requirements. Roofs that do not have sufficient slope or camber to ensure adequate drainage shall be investigated for ponding. The above deflections do not ensure against ponding.The value of 0.5 D shall not be used in combination with ANSI/AWC NDS provisions for long-term loading. For wood structural members at all other moisture conditions, the creep component of the long-term deflection is permitted to be estimated as the immediate dead load deflection resulting from D. For wood structural members that are dry at time of installation and used under dry conditions in accordance with the ANSI/AWC NDS, the creep component of the long-term deflection shall be permitted to be estimated as the immediate dead load deflection resulting from 0.5 D. The deflection limit for the D+L load combination only applies to the deflection due to the creep component of long-term dead load deflection plus the short-term live load deflection.The deflection criterion for interior partitions is based on the horizontal load defined in Section 1607.14. Flexible, folding and portable partitions are not governed by the provisions of this section.For roofs, this exception only applies when the metal sheets have no roof covering. For secondary wall members supporting formed metal siding, the design wind load deflection shall not exceed l/ 90. For secondary roof structural members supporting formed metal roofing, the live load deflection shall not exceed l/ 150. For structural roofing and siding made of formed metal sheets, the total load deflection shall not exceed l/ 60.Wind-on-ice in accordance with Chapter 10 of ASCE 7. Ultimate design wind speeds (3-second gust), miles per hour (mph) (km/hr) determined from Figure 1609.3(1), 1609.3(2), 1609.3(3) or ASCE 7. Nominal design wind speed (3-second gust), miles per hour (mph) (km/hr) where applicable. Roof live load of 20 psf (0.96 kN/m 2) or less. Roof live load greater than 20 psf (0.96 kN/m 2) and floor live load. Load due to lateral earth pressures, ground water pressure or pressure of bulk materials. Load due to fluids with well-defined pressures and maximum heights.įlood load in accordance with Chapter 5 of ASCE 7. Weight of ice in accordance with Chapter 10 of ASCE 7.Ĭombined effect of horizontal and vertical earthquake induced forces as defined in Section 12.4.2 of ASCE 7. LOAD AND RESISTANCE FACTOR DESIGN (LRFD).
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