ASHRAE HVAC APPLICATIONS IP CH 55-2015 SEISMIC- AND WIND-RESISTANT DESIGN.pdf

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1、55.1CHAPTER 55SEISMIC- AND WIND-RESISTANT DESIGNSEISMIC-RESISTANT DESIGN 55.1Terminology . 55.2Calculations . 55.2Applying Static Analysis 55.3Computation of Loads at Building Connection . 55.6Ansi Steel Bolts 55.7Lag Screws into Timber 55.7Concrete Post-Installed Anchor Bolts 55.7Weld Capacities 55

2、.8Seismic Snubbers . 55.8Seismic Restraints 55.9Restraint of Pipe and Duct Risers 55.10Examples 55.11Installation Problems . 55.14WIND-RESISTANT DESIGN . 55.15Terminology 55.15Calculations . 55.16Wall-Mounted HVAC these act onthe center of gravity. The analysis assumes the equipment does notmove dur

3、ing an earthquake; thus, the sum of the forces andmoments must be zero. When calculating the overturning moment,including an uplift factor, the vertical component Fpvat the center ofgravity is typically defined (for the IBC) to beFpv = 0.2SDSD (5)If the equipment being analyzed is isolated, the fina

4、l computedforce must be doubled per section 1621.3.1 of the code.Per section 1621.1.7 of the code, forces used when computingthe loads for shallow (under 8 bolt diameter) embedment anchorsare to be increased by a factor of 1.3Rp.Per section 1621.3.12.2 of the code, the only permitted expan-sion anch

5、ors for non-vibration-isolated equipment over 10 hp areundercut anchors.Tables 4 and 5 contain brief listings of Ssfactors that can be usedto calculate the magnitude of the horizontal static seismic force act-ing at the equipment center of gravity. Values for IBC 2006 areavailable on the USGS web si

6、te for U.S. locations or in Tables F-2and G-2 of DOD (2005) for worldwide locations.1.3 APPLYING STATIC ANALYSISThe prescriptive method in the IBC allows that an equivalentstatic force can be calculated that represents the dynamic motions ofan earthquake. The static forces acting on a piece of equip

7、ment arevertical and lateral forces resulting from the earthquake, the force ofgravity, and forces at the restraints that hold the equipment in place.The analysis assumes that the equipment does not move during theearthquake and that the relative accelerations between its center ofgravity and the gr

8、ound generate forces that must be balanced byreactions at the restraints. Guidance from the code bodies indicatesthat equipment can be analyzed as though it were a rigid component;however, a factor apis applied in the computation to address flexi-bility issues on particular equipment types or flexib

9、le mountingarrangements. (Note: for dynamic analysis, it is common to use a5% damping factor for equipment and a 1% damping factor for pip-ing.) Although the basic force computation is different, the detailsof load distribution in the examples that follow apply independentlyof the code used.The forc

10、es acting on the restraints include both shear and tensilecomponents. The application direction of the lateral seismic accel-eration can vary and is unknown. Depending on its direction, it islikely that not all of the restraints will be affected or share the loadequally. It is important to determine

11、 the worst-case combination offorces at all restraint points for any possible direction that the lateralwave front can follow to ensure that the attachment is adequate.Table 1 IBC Seismic Analysis RequirementsComponent Operation Required forLife SafetyBuilding Seismic Design Category*Required Analys

12、is TypeAnchorageEquipment StructuralCapacityEquipment OperationalCapacityCertificate ofComplianceNo A Not required Not required Not required Not requiredNo B, C Not required Not required Not required Not requiredNo D Static Dynamic or test Not required For mounting onlyYes C, D Static Dynamic or tes

13、t Dynamic or test For continued operationNo E Static Dynamic or test Dynamic or test For continued operationNo C, D Static Not required Not required Not requiredYes C, D Static Dynamic or test Dynamic or test For continued operationNo F Static Dynamic or test Not required For mounting onlyYes F Stat

14、ic Dynamic or test Dynamic or test For continued operation*If in question, reference structural documents.Table 2 Coefficients for Mechanical ComponentsMechanical and Electrical Component or Element apRpGeneral MechanicalBoilers and furnaces 1.0 2.5PipingHigh-deformability elements and attachments 1

15、.0 3.5Limited-deformability elements and attachments 1.0 2.5Low-deformability elements or attachments 1.0 1.25HVAC EquipmentVibration isolated 2.5 2.5Non-vibration isolated 1.0 2.5Mounted in-line with ductwork 1.0 2.5Source: IBC (2006).Table 3 Values of Site Coefficient Faas Function of Site Class a

16、nd Spectral Response Acceleration at Short Period (Ss)Site ClassSoil Profile NameMapped Spectral Response Acceleration at Short PeriodsaSs 0.25 Ss =0.50 Ss =0.75 Ss =1.00 Ss 1.25A Hard rock 0.8 0.8 0.8 0.8 0.8B Rock 1.0 1.0 1.0 1.0 1.0C Very dense soil and soft rock1.2 1.2 1.1 1.0 1.0DcStiff soil pr

17、ofile1.6 1.4 1.2 1.1 1.0E Soft soil profile2.5 1.7 1.2 0.9 bF See IBC for more informationaUse straight-line interpolation for intermediate values of mapped spectral accelera-tion at short period Ss.bSite-specific geotechnical investigation and dynamic site response analyses must beperformed to dete

18、rmine appropriate values.cD is the default Site Class unless otherwise stated in the approved geotechnical report.55.4 2015 ASHRAE HandbookHVAC ApplicationsOnce the overall seismic forces Fpand Fpvhave been determined(as indicated in the previous section or per the local code requirement),the loads

19、at the restraint points can be determined. There are manydifferent valid methods that can be used to determine these loads, butthis section suggests a couple of simple approaches.Under some instances (particularly those relating to life-supportissues in hospital settings), newer code requirements in

20、dicate thatcritical equipment must be seismically qualified to ensure its con-tinued operation during and after a seismic event. Special care mustbe taken in these situations to ensure that equipment has been shakerTable 4 SsNumbers* for Selected U.S. Locations (U.S. COE 1998)State, City ZIP SsState

21、, City ZIP SsState, City ZIP SsState, City ZIP SsAlabama Ft. Wayne 46835 0.162 Butte 59701 0.599 Rhode IslandBirmingham 35217 0.328 Gary 46402 0.173 Great Falls 59404 0.248 Providence 02907 0.267Mobile 36610 0.124 Indianapolis 46260 0.182 Nebraska South CarolinaMontgomery 36104 0.170 South Bend 4663

22、7 0.121 Lincoln 68502 0.177 Charleston 29406 1.56Arkansas Kansas Omaha 68144 0.127 Columbia 29203 0.578Little Rock 72205 0.461 Kansas City 66103 0.122 Nevada South DakotaArizona Topeka 66614 0.184 Las Vegas 89106 0.637 Rapid City 57703 0.153Phoenix 85034 0.226 Wichita 67217 0.142 Reno 89509 1.29 Sio

23、ux Falls 57104 0.113Tuscon 85739 0.325 Kentucky New York TennesseeCalifornia Ashland 41101 0.221 Albany 12205 0.275 Chattanooga 37415 0.500Fresno 93706 0.592 Covington 41011 0.186 Binghampton 13903 0.185 Knoxville 37920 0.589Los Angeles 90026 1.50 Louisville 40202 0.247 Buffalo 14222 0.319 Memphis 3

24、8109 1.25Oakland 94621 1.55 Louisiana Elmira 14905 0.173 Nashville 37211 0.305Sacramento 95823 0.568 Baton Rouge 70807 0.144 New York 10014 0.425 TexasSan Diego 92101 1.54 New Orleans 70116 0.130 Niagara Falls 14303 0.311 Amarillo 79111 0.166San Francisco 94114 1.50 Shreveport 71106 0.165 Rochester

25、14619 0.248 Austin 78703 0.088San Jose 95139 2.05 Massachusetts Schenectady 12304 0.278 Beaumont 77705 0.116Colorado Boston 02127 0.325 Syracuse 13219 0.192 Corpus Christi 78418 0.093Colorado Springs 80913 0.178 Lawrence 01843 0.376 Utica 13501 0.250 Dallas 75233 0.117Denver 80239 0.187 Lowell 01851

26、 0.355 North Carolina El Paso 79932 0.358Connecticut New Bedford 02740 0.261 Charlotte 28216 0.345 Ft. Worth 76119 0.110Bridgeport 06606 0.332 Springfield 01107 0.260 Greensboro 27410 0.255 Houston 77044 0.107Hartford 06120 0.274 Worchester 01602 0.271 Raleigh 27610 0.211 Lubbock 79424 0.099New Have

27、n 06511 0.285 Maryland Winston-Salem 27106 0.281 San Antonio 78235 0.133Waterbury 06702 0.287 Baltimore 21218 0.199 North Dakota Waco 76704 0.095Florida Maine Fargo 58103 0.073 UtahFt. Lauderdale 33328 0.070 Augusta 04330 0.318 Grand Forks 58201 0.054 Salt Lake City 84111 1.79Jacksonville 32222 0.14

28、2 Portland 04101 0.369 Ohio VirginiaMiami 33133 0.061 Michigan Akron 44312 0.179 Norfolk 23504 0.132St. Petersburg 33709 0.078 Detroit 48207 0.123 Canton 44702 0.316 Richmond 23233 0.300Tampa 33635 0.083 Flint 48506 0.091 Cincinnati 45245 0.191 Roanoke 24017 0.290Georgia Grand Rapids 49503 0.087 Cle

29、veland 44130 0.197 VermontAtlanta 30314 0.258 Kalamazoo 49001 0.116 Columbus 43217 0.164 Burlington 05401 0.446Augusta 30904 0.419 Lansing 48910 0.109 Dayton 45440 0.206 WashingtonColumbia 31907 0.169 Minnesota Springfield 45502 0.216 Seattle 98108 1.51Savannah 31404 0.402 Duluth 55803 0.056 Toledo

30、43608 0.171 Spokane 99201 0.315Iowa Minneapolis 55422 0.057 Youngstown 44515 0.163 Tacoma 98402 1.23Council Bluffs 41011 0.186 Rochester 55901 0.055 Oklahoma Washington, D.C.Davenport 52803 0.130 St. Paul 55111 0.056 Oklahoma City 73145 0.339 Washington 20002 0.178Des Moines 50310 0.073 Missouri Tul

31、sa 74120 0.160 WisconsinIdaho Carthage 64836 0.149 Oregon Green Bay 54302 0.066Boise 83705 0.344 Columbia 65202 0.178 Portland 97222 1.04 Kenosha 53140 0.133Pocatello 83201 0.553 Jefferson City 65109 0.207 Salem 97301 0.929 Madison 53714 0.114Illinois Joplin 64801 0.138 Pennsylvania Milwaukee 53221

32、0.120Chicago 60620 0.190 Kansas City 64108 0.122 Allentown 18104 0.289 Racine 53402 0.124Moline 61265 0.135 Springfield 65801 0.120 Bethlehem 18015 0.304 Superior 54880 0.055Peoria 61605 0.174 St. Joseph 64501 0.120 Erie 16511 0.164 West VirginiaRock Island 61201 0.131 St. Louis 63166 0.586 Harrisbu

33、rg 17111 0.224 Charleston 25303 0.206Rockford 61108 0.170 Mississippi Philadelphia 19125 0.326 Huntington 25704 0.221Springfield 62703 0.263 Jackson 39211 0.191 Pittsburgh 15235 0.129 WyomingIndiana Montana Reading 19610 0.293 Casper 82601 0.341Evansville 47712 0.754 Billings 59101 0.134 Scranton 18

34、504 0.232 Cheyenne 82001 0.183*Nominal values based on ZIP codes. See www.usgs.gov for calculator to check actual Ssusing latitude and longitude for best results.Seismic- and Wind-Resistant Design 55.5Table 5 SsNumbers for Selected International Locations (U.S. COE 1998)Country City SsCountry City S

35、sCountry City SsCountry City SsAfrica Tsingtao1.24 Haiti . Port au Prince 1.24 Serbia . Belgrade. 0.62Algeria .Alger 1.24 Wuhan 0.62 Jamaica Kingston 1.24 Spain. Barcelona. 0.62Oran . 1.24 Cyprus . Nicosia .1.24 Leeward Islands . All 1.24 Bilbao 0.62AngolaLuanda . 0.06 India. Bombay1.24 Puerto Rico

36、All 0.83 Madrid . 0.06BeninColonou . 0.06 Calcutta 0.62 Trinidad this technique deemphasizes stresses in the equip-ment frame and is more suitable for nonrigid equipment types.Eccentric loads can be addressed with either the polar method or thelump mass method.Note: Although only two methods of comp

37、uting forces for moregeneral equipment cases are illustrated here, there are many othervalid methods that can be used to distribute the restraint forces. It isimportant that any method used include the ability to account forequipment weight, seismic uplift forces, overturning forces, and anoffset ce

38、nter of gravity within the equipment.Polar MethodLateral forces are equally distributed among the restraints. If theequipments center of gravity does not coincide with its geometriccenter, a rotational factor is added to account for the imbalance. Thisfactor is determined in three steps. First, comp

39、ute the true chordlength in the horizontal plane between the equipments center ofgravity and the restraints geometric center. Second, multiply theequipment total seismic lateral force by this length (to obtain a rota-tional moment). Third, divide this figure by the number of moment-resisting restrai

40、nts times their distance from the geometric center.(The moment-resisting restraints are those farthest and equallyspaced from the geometric center.) The resulting load can then beadded to the original (balanced) figure. This method transfers allimbalance loads to the corner restraints and provides a

41、 valid methodof restraint as long as the equipment acts as a rigid body. The assump-tion that a piece of equipment can transfer these loads out to the cor-ners becomes less accurate as the equipment becomes less rigid.Calculation of the tensile/compressive forces at the restraints ismore complex tha

42、n that for determining the shear loads, and mustinclude weight, vertical seismic force, overturning forces, and (ifisolated) the type of isolator/restraint system used. The total tensileand compressive forces are the worst-case summation of each ofthese components. For clarity, each component is add

43、ressed here asa separate entity.The nominal weight component at each restraint is simply the to-tal operating weight divided by the number of restraints. The verticalseismic force is simply the weight component at each location mul-tiplied by the vertical seismic force factor in terms of the total F

44、pvload expressed in gs, the gravitational constant (Fpv/Wp, whereFpvis the vertical seismic load component as defined by the codeand Wpis the total operating weight of the equipment). This can bedirected either upward or downward when summing forces.Lump Mass MethodIn the lump mass method, the total

45、 equipment weight is distrib-uted among the restraints in a manner that reflects the equipmentsactual weight distribution. There are many methods of determiningthe distribution analytically or by testing, although they are notaddressed in this section. Frequently, a weight distribution can beobtaine

46、d from the equipment manufacturer.Once the static point loads are obtained or computed for each re-straint location, they can be multiplied by the lateral seismic accel-eration factor (Fp/Wp) to determine lateral forces at each restraintpoint. Thus, if the weight at each restraint point is Wn, thenT

47、able 6 Load Combinations(Equation Numbers as Referenced in IBC)ASD LRFD5. (1.0 + 0.14SDS)D + H + F + 0.7QE5. (1.2 + 0.2SDS)D + QE+ L + 0.2S8. (0.6 + 0.14SDS)D + 0.7QE + H 7. (0.9 0.2SDS)D + QE + 1.6HFig. 1 Equipment with Rigidly Mounted Structural BasesSeismic- and Wind-Resistant Design 55.7Veff = (

48、Fp/Wp)Wn(7)This method considers the loads at all the restraints individuallyand computes the overturning forces for each in 1 increments for afull 360 of possible seismic wave front angle; it is only practical toperform using a spreadsheet. The total lateral seismic force Fpisdivided into x- and y-

49、axis components for each possible wave frontapproach angle. These forces are multiplied by the height of theequipment center of gravity above the point of restraint hcg. Theresulting moments are then resolved into forces at each restraintbased on the x- and y-axis moment arms associated with the partic-ular restraint location and the proportion of the load that it will bear. Resilient Support FactorsIf the equipment being restrained is isolated, the following threefactors must be considered:For all forces that are not directed along the principal axes, onlythe corner re