SECTION 9.6ARCHITECTURAL, MECHANICAL, ANDELECTRICAL COMPONENTS AND SYSTEMS9.6.1 General. Section 9.6 establishes minimum designcriteria for architectural, mechanical, electrical, and nonstructuralsystems, components, and elements permanentlyattached to structures including supporting structures andattachments (hereinafter referred to as "components"). Thedesign criteria establish minimum equivalent static forcelevels and relative displacement demands for the design ofcomponents and their attachments to the structure, recognizingground motion and structural amplification, componenttoughness and weight, and performance expectations.Seismic Design Categories for structures are defined inSection 9.4.2. For the purposes of this Section, componentsshall be considered to have the same Seismic Design Categoryas that of the structure that they occupy or to whichthey are attached unless otherwise noted.This Section also establishes minimum seismic designforce requirements for nonbuilding structures that are supportedby other structures where the weight of the nonbuildingstructure is less than 25% of the combined weight ofthe nonbuilding structure and the supporting structure. Seismicdesign requirements for nonbuilding structures that aresupported by other structures where the weight of the nonbuildingstructure is 25% or more of the combined weightof the nonbuilding structure and supporting structure areprescribed in Section 9.14. Seismic design requirementsfor non building structures that are suppOlted at grade areprescribed in Section 9.14; however, the minimum seismicdesign forces for nonbuilding structures that are supportedby another structure shall be determined in accordancewith the requirements of Section 9.6.1.3 with Rp equal tothe v a1 ue of R specified in Section 9.14 and a p = 2.5 fornonbuilding structures with flexible dynamic characteristicsand ap = 1.0 for nonbuilding structures with rigid dynamiccharacteristics. The distribution of lateral forces for the supportednonbuilding structure and all nonforce requirementsspecified in Section 9.14 shall apply to supported nonbuildingstructures.157In addition, all components are assigned a componentimportance factor (/ p) in this chapter. The default valuefor I p is 1.00 for typical components in normal service.Higher values for 1 p are assigned for components, whichcontain hazardous substances, must have a higher level ofassurance of function, or otherwise require additional attentionbecause of their life safety characteristics. Componentimportance factors are prescribed in Section 9.6.1.5.All architectural, mechanical, electrical, and other nonstructuralcomponents in structures shall be designed andconstructed to resist the equivalent static forces and displacementsdetermined in accordance with this Section. Thedesign and evaluation of support structures and architecturalcomponents and equipment shall consider their flexibilityas well as their strength.Exception: The following components are exempt fromthe requirements of this Section:1. All components in Seismic Design Category A.2. Architectural components in Seismic Design CategoryB other than parapets supported by bearingwalls or shear walls provided that the importancefactor (I p) is equal to 1.0.3. Mechanical and electrical components in SeismicDesign Category B.4. Mechanical and electrical components in structuresassigned to Seismic Design Category C providedthat the importance factor (l p) is equal to 1.0.5. Mechanical and electrical components in SeismicDesign Categories D, E, and F where lp = 1.0and flexible connections between the componentsand associated ductwork, piping, and conduit areprovided and that are mounted at 4 ft (1.22 m) orless above a floor level and weigh 400 Ib (1780 N)or less.6. Mechanical and electrical components in SeismicDesign Categories D, E, and F weighing 20 Ib(95 N) or less where lp = 1.0 and flexible connectionsbetween the components and associatedductwork, piping, and conduit are provided, orfor distribution systems, weighing 5 Ib/ft (7 N/m)or less.The functional and physical interrelationship of componentsand their effect on each other shall be designedso that the failure of an essential or nonessential architectural,mechanical, or electrical component sha11 not causethe failure of a nearby essential architectural, mechanical,or electrical component.9.6.1.1 Reference Standards.1589.6.1.1.1 Consensus Standards. The following referencesare consensus standards and are to be consideredpart of these provisions to the extent referred toin this chapter:Reference 9.6-1 American Society of MechanicalEngineers (ASME), ASME AI7.I,Safety Code For Elevators andEscalators, 1996.Reference 9.6-2 American Society of MechanicalEngineers (ASME), Boiler AndPressure Vessel Code, includingaddendums through 1997.Reference 9.6-3 American Society For Testingand Materials (ASTM), ASTMC635, Standard Specification forthe Mam~facture, Performance,and Testing of Metal SuspensionSystems For Acoustical Tile AndLay-in Panel Ceilings, 1997.Reference 9.6-4 American Society For Testing AndMaterials (ASTM), ASTM C636,Standard Practice for Installationof Metal Ceiling Suspension Systemsfor Acoustical Tile And LayinPanels, 1996.Reference 9.6-5 American National StandardsInstitutel American Society ofMechanical Engineers, ASMEB3I.1-98, Power Piping.Reference 9.6-6 American Society of MechanicalEngineers, ASME B31.3-96, ProcessPiping.Reference 9.6-7 American Society of MechanicalEngineers, ASME B31.4-92,Liquid Transportation Systems forHydrocarbons, Liquid PetroleumGas, Anhydrous Ammonia, andAlcohols.Reference 9.6-8 American Society of MechanicalEngineers, ASME B31.5-92,Refrigeration Piping.Reference 9.6-9 American Society of MechanicalEngineers, ASME B31.9-96,Building Services Piping.Reference 9.6-10 American Society of MechanicalEngineers, ASME B31.11-89(Reaffirmed 1998), Slurry TransportationPiping Systems.Reference 9.6-11 American Society of MechanicalEngineers, ASME B31.8-95,Gas Transmission and DistributionPiping Systems.Reference 9.6-12 Institute of Electrical and ElectronicEngineers (IEEE), Standard344, Recommended Practice forSeismic Qualification of Class IEEquipment for Nuclear PowerGenerating Stations, 1987.Reference 9.6-13 National Fire Protection Association(NFPA), NFPA-13, StandardAseE 7-02for the Installation of SprinklerSystems, 1999.9.6.1.1.2 Accepted Standards. The following referencesare standards developed within the industry andrepresent acceptable procedures for design and construction:Reference 9.6-14 American Society of Heating,Ventilating, and Air Conditioning(ASHRAE), "SeismicRestraint Design," 1999.Reference 9.6-15 Manufacturer's StandardizationSociety of the Valve and FittingIndustry (MSS). SP-58,"Pipehangers and SupportsMaterials,Design, and Manufacture,"1988.Reference 9.6-16 Ceilings and Interior SystemsConstruction Association(CISCA), "Recommendations forDirect-Hung Acoustical Tile andLay-in Pane] Ceilings," SeismicZones 0-2, 1991.Reference 9.6-17 Ceilings and Interior SystemsConstruction Association(CISCA), "Recommendations forDirect-Hung Acoustical Tile andLay-in Panel Ceilings," SeismicZones 3-4,1991.Reference 9.6-18 Sheet Metal and Air ConditioningContractors National Association(SMACNA), HVAC DuctConstruction Standards, Metaland Flexible, 1995.Reference 9.6-19 Sheet Metal and Air ConditioningContractors National Association(SMACNA), RectangularIndustrial Duct ConstructionStandards, 1980.Reference 9.6-20 Sheet Metal and Air ConditioningContractors NationalAssociation (SMACNA), SeismicRestraint Manual Guidelinesfor Mechanical Systems, 1991,including Appendix B, 1998.Reference 9.6-21 American Architectural ManufacturersAssociation (AAMA),"Recommended Dynamic TestMethod for Determining theSeismic Drift Causing GlassFallout from a Wall System,"Publication No. AAMA 501.6-2001.Minimum Design loads for Buildings and Other Structures9.6.1.2 Component Force Transfer. Components shallbe attached such that the component forces are transferredto the structure. Component seismic attachmentsshall be bolted, welded, or otherwise positively fastenedwithout consideration of frictional resistance producedby the effects of gravity. A continuous load path ofsufficient strength and stiffness between the componentand the supporting structure shall be provided. Localelements of the supporting structure shall be designedand constructed for the component forces where theycontrol the design of the elements or their connections.The component forces shall be those determinedin Section 9.6.1.3, except that modifications to Fp andR p due to anchorage conditions need not be considered.The design documents shall include sufficient infonnationrelating to the attachments to verify compliance withthe requirements of this chapter.9.6.1.3 Seismic Forces. Seismic forces (Fp) shall bedetermined in accordance with Eq. 9.6.1.3-1:(Eq. 9.6.1.3-1)Fp is not required to be taken as greater thanand Fp shall not be taken as less thanFp = 0.3SDS II) Wp (Eq. 9.6.1.3-3)whereFp = seismic design force centered at thecomponent's center of gravity and distributedrelative to component's mass distributionSDS = spectral acceleration, short period, asdetermined from Section 9.4.1.2.5ap = component amplification factor that variesfrom 1.00 to 2.50 (select appropriate valuefrom Table 9.6.2.2 or 9.6.3.2)I p = component importance factor that variesfrom 1.00 to 1.50 (see Section 9.6.1.5)W p = component operating weightRfi = component response modification factor thatvaries from 1.50 to 5.00 (select appropriatevalue from Tables 9.6.2.2 or 9.6.3.2)z = height in structure of point of attachment ofcomponent with respect to the base. Foritems at or below the base, z shall be takenas O. The value of z/ h need not exceed 1.0h = average roof height of structure with respectto the baseThe force (Fp) shall be applied independently longitudinally,and laterally in combination with service loads159associated with the component. Combine horizontal andvertical load effects as indicated in Section 9.5.2.7 substitutingFp for the term QE. The reliability/redundancyfactor, p, is permitted to be taken equal to 1.When positive and negative wind loads exceed Fp fornonbearing exterior wall, these wind loads shall governthe design. Similarly, when the building code horizontalloads exceed Fp for interior partitions, these buildingcode loads shan govern the design.In lieu of the forces determined in accordance withEq. 9.6.1.3-1, accelerations at any level may be determinedby the modal analysis procedures of Section 9.5.6with R = 1.0. Seismic forces shall be in accordance withEq. 9.6.1.3-4:(Eq. 9.6.1.3-4)Where ai is the acceleration at level i obtained fromthe modal analysis and where Ax is the torsionalamplification factor determined by Eq. 9.5.5.5.2. Upperand lower limits of Fp determined by Eq. 9.6.1.3-2 and-3 shall apply.9.6.1.4 Seismic Relative Displacements. Seismic relative displacements (D p) shan be determined in accordancewith the following equations:For two connection points on the same Structure Aor the same structural system, one at a height h x and theother at a height h v, D p shal1 be determined as(Eq. 9.6.1.4-1)Alternatively, Dp shall be permitted to be determinedusing modal procedures described in Section 9.5.6.8,using the difference in story deflections calculated foreach mode and then combined using appropriate modalcombination procedures. Dp is not required to be takenas greater than(Eq. 9.6.1.4-2)For two connection points on separate Structures A orB or sepmate structural systems, one at a height hx andthe other at a height h y, D fJ shall be determined as(Eq. 9.6.1.4-3)Dp is not required to be taken as greater thanDp = hxflaA/ hsx + hy~oB/ hsx(Eq. 9.6.1.4-4)where160Dp = relative seismic displacement that thecomponent must be designed to accommodateOxA = deflection at building Level x of Structure A,determined by an elastic analysis as definedin Section 9.5.5.7.1OyA = deflection at building Level y of Structure A,determined by an elastic analysis as definedin Section 9.5.5.7.1OyB = deflection at building Level y of Structure B,determined by an elastic analysis as definedin Section 9.5.5.7.]hx = height of Level x to which upper connectionpoint is attachedh y = height of Level y to which lower connectionpoint is attached~aA = allowable story drift for Structure A asdefined in Table 9.5.2.8/;:;.0 B = allowable story drift for Structure B asdefined in Table 9.5.2.8hsx = story height used in the definition of theallowable drift /;:;.a in Table 9.5.2.8, note that~a / h,u = the drift indexThe effects of seismic relative displacements shall beconsidered in combination with displacements caused byother loads as appropriate.9.6.1.5 Component Importance Factor. The componentimportance factor Up) shall be selected as follows:I p = 1.5 life safety component required to functionafter an earthquake (e.g., fire protectionsprinkler system)Ip = 1.5 component that contains hazardous contentI p = 1.5 storage racks in structures open to thepublic (e.g., warehouse retails stores)lp = 1.0 all other componentsIn addition, for structures in Seismic Use Group III:I p = 1.5 all components needed for continuedoperation of the facility or whose failure couldimpair the continued operation of the facility9.6.1.6 Component Anchorage. Components shall beanchored in accordance with the following provisions.9.6.1.6.1 The force in the connected part shall bedetermined based on the prescribed forces for thecomponent specified in Section 9.6.1.3. Where componentanchorage is provided by shallow expansionanchors, shallow chemical anchors, or shallow (lowdeformability) cast-in-place anchors, a value of Rp =1.5 shall be used in Section 9.6.1.3 to determine theforces in the connected part.9.6.1.6.2 Anchors embedded in concrete or masonryshall be proportioned to cany the least of the following:ASCE 7-02a. The design strength of the connected part,b. 1.3 times the force in the connected part due tothe prescribed forces, orc. The maximum force that can be transfenedto the connected part by the component structuralsystem.9.6.1.6.3 Determination of forces in anchors shalltake into account the expected conditions of installationincluding eccentricities and prying effects.9.6.1.6.4 Determination of force distribution of multipleanchors at one location shall take into accountthe stiffness of the connected system and its abilityto redistribute loads to other anchors in the groupbeyond yield.9.6.1.6.5 Powder driven fasteners shall not be usedfor tension load applications in Seismic Design CategoriesD, E, and F unless approved for such loading.9.6.1.6.6 The design strength of anchors in concreteshall be determined in accordance with the provisionsof Section 9.9.9.6.1.7 Construction Documents. Construction documentsshall be prepared to comply with the requirementsof this Standard, as indicated in Table 9.6.1.7.9.6.2 Architectural Component Design.9.6.2.1 General. Architectural systems, components, orelements (hereinafter referred to as "components") listedin Table 9.6.2.2 and their attachments shall meet therequirements of Sections 9.6.2.2 through 9.6.2.9.9.6.2.2 Architectural Component }'orces and Displacements.Architectural components shall meet theforce requirements of Section 9.6.1.3 and Table 9.6.2.2.Components supported by chains or otherwise suspendedfrom the structural system above are not requiredto meet the lateral seismic force requirements and seismic relative displacement requirements of this Sectionprovided that they cannot be damaged to become a hazardor cannot damage any other component when subjectto seismic motion and they have ductile or articulatingconnections to the structure at the point of attachment.The gravity design load for these items shall be threetimes their operating load.9.6.2.3 Architectural Component Deformation. Architecturalcomponents that could pose a life safetyhazard shall be designed for the seismic relative displacementrequirements of Section 9.6.1.4. Architecturalcomponents shall be designed for vertical deflection dueto joint rotation of cantilever structural members.